Beam Calculation.pdf

_____________________________________________________________________ Company Name : MUDA Job Description : GAPENA-HOSTEL Designed by : IRFAN Date and Time : Friday, March 22, 2019 5:16:36 PM (License Number: Timer-SN111-C0-1) _____________________________________________________________________

MATERIAL AND DESIGN DATA Code of Practice

fcu (N/mm²)

BS8110 : 1997

30

Ec, (N/mm²) 24597 (User Defined)

Cover (mm) 25

Side Cover (mm) 25

fy (N/mm²)

fyv (N/mm²)

γc

γs

460

250

1.5

1.05

Conc. Unit Weight (kN/m³) 24

Steel Unit Weight (kg/m³) 7860

Beam Design Detail Report DETAIL CALCULATION FOR BEAM 2B1(150x350) GENERAL AND DIMENSION DATA Beam Located along grid 4/A-H Number of Span within beam = 7 Number of Section defined by user = 7 Number of Supports = 8 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1 2 3 4 5 6 7

1 2 3 4 5 6 7

Length (mm) 3300 3300 3300 3300 3300 3300 3300

Width (mm) 150 150 150 150 150 150 150

Begin Depth (mm) 350 350 350 350 350 350 350

End Depth (mm) 350 350 350 350 350 350 350

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B1(150x350) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.1 × 1000000 / (150.0 × 309.0²) = 0.288 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.288 <= 4.691 License Number: Timer-SN111-C0-1 1/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.434 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.434 / 1000 = 13.51 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.51 × 1000 / (460 / 1.05) = 31 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.51 × (309.0 - 0.4518 × 7.434) / 1000 = 4.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.6 × 1000000 / (150.0 × 309.0²) = 0.252 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.252 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.481 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.481 / 1000 = 11.78 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.78 × 1000 / (460 / 1.05) = 27 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.78 × (309.0 - 0.4518 × 6.481) / 1000 = 3.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.1 × 1000000 / (150.0 × 309.0²) = 0.284 N/mm² License Number: Timer-SN111-C0-1 2/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.284 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.328 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.328 / 1000 = 13.32 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.32 × 1000 / (460 / 1.05) = 31 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.32 × (309.0 - 0.4518 × 7.328) / 1000 = 4.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 309.0²) = 0.256 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.256 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.594 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.594 / 1000 = 11.99 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.99 × 1000 / (460 / 1.05) = 28 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.99 × (309.0 - 0.4518 × 6.594) / 1000 = 3.7 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) License Number: Timer-SN111-C0-1 3/321

No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 5.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 5.9 × 1000 / (150.0 × 309.0) = 0.13 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.13 + 0.00 = 0.13 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 5.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 5.3 × 1000 / (150.0 × 309.0) = 0.12 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.115 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm License Number: Timer-SN111-C0-1 4/321

Shear at Location of Maximum Torsion, V = 2.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 2.1 × 1000 / (150.0 × 309.0) = 0.05 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.05 + 0.00 = 0.05 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 2.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 2.9 × 1000 / (150.0 × 309.0) = 0.06 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.063 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 8.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm License Number: Timer-SN111-C0-1 5/321

Shear Stress, νss = V × 1000 / (b × d) = 8.3 × 1000 / (150.0 × 309.0) = 0.18 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.18 + 0.00 = 0.18 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.8 × 1000 / (150.0 × 309.0) = 0.17 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.168 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 4.1 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.5 N/mm²

Equation 8

Modification Factor for Tension Reinforcement,

Equation 7

License Number: Timer-SN111-C0-1 6/321

MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.5) / (120 × (0.9 + (4.1 × 1000000 / (150 × 309.0²)))} = 3.25 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.4 × 1000000 / (150.0 × 309.0²) = 0.168 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.168 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.321 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.321 / 1000 = 7.86 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 7.86 × 1000 / (460 / 1.05) = 18 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 7.86 × (309.0 - 0.4518 × 4.321) / 1000 = 2.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 1.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 1.6 × 1000000 / (150.0 × 309.0²) = 0.110 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.110 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 2.827 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 2.827 / 1000 = 5.14 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.14 × 1000 / (460 / 1.05) = 12 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.14 × (309.0 - 0.4518 × 2.827) / 1000 = 1.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.1 × 1000000 / (150.0 × 309.0²) = 0.289 N/mm² License Number: Timer-SN111-C0-1 7/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.289 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.453 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.453 / 1000 = 13.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.55 × 1000 / (460 / 1.05) = 31 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.55 × (309.0 - 0.4518 × 7.453) / 1000 = 4.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 2.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.9 × 1000000 / (150.0 × 309.0²) = 0.203 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.203 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.222 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 5.222 / 1000 = 9.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 9.49 × 1000 / (460 / 1.05) = 22 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 9.49 × (309.0 - 0.4518 × 5.222) / 1000 = 2.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.0 × 1000000 / (150.0 × 309.0²) = 0.280 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.280 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.213 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.213 / 1000 = 13.11 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.11 × 1000 / (460 / 1.05) = 30 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.11 × (309.0 - 0.4518 × 7.213) / 1000 = 4.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.6 × 1000000 / (150.0 × 309.0²) = 0.252 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.252 <= 4.691 License Number: Timer-SN111-C0-1 8/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.499 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.499 / 1000 = 11.82 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.82 × 1000 / (460 / 1.05) = 27 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.82 × (309.0 - 0.4518 × 6.499) / 1000 = 3.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.5 × 1000000 / (150.0 × 309.0²) = 0.036 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.036 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.912 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.912 / 1000 = 1.66 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.66 × 1000 / (460 / 1.05) = 4 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.66 × (309.0 - 0.4518 × 0.912) / 1000 = 0.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm License Number: Timer-SN111-C0-1 9/321

Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.5 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.0 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 7022 × 350.0 / 4141350 = 0.59 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-89.4 / 52500.0) × 0.59 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -89.4 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.152 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 2.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm License Number: Timer-SN111-C0-1 10/321

Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 2.1 × 1000 / (150.0 × 309.0) = 0.05 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.05 + 0.00 = 0.05 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 3.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 3.7 × 1000 / (150.0 × 309.0) = 0.08 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 3691 × 350.0 / 1398587 = 0.92 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-89.4 / 52500.0) × 0.92 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -89.4 / (52500.0 × 0.56)] = 0.563 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.080 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm License Number: Timer-SN111-C0-1 11/321

Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.4 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 6.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 6.9 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 6918 × 350.0 / 4009367 = 0.60 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-89.4 / 52500.0) × 0.60 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -89.4 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.149 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 2.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 mm² - Checking for deflection is based on BS8110: 1997 License Number: Timer-SN111-C0-1 12/321

- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams - Table 3.10: Modification factor for tension reinforcement - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.8 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.8) / (120 × (0.9 + (2.4 × 1000000 / (150 × 309.0²)))} = 3.55 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 3 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.5 × 1000000 / (150.0 × 309.0²) = 0.178 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.178 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.568 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.568 / 1000 = 8.31 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.31 × 1000 / (460 / 1.05) = 19 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.31 × (309.0 - 0.4518 × 4.568) / 1000 = 2.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 1.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 1.8 × 1000000 / (150.0 × 309.0²) = 0.129 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.129 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.297 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.297 / 1000 = 5.99 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.99 × 1000 / (460 / 1.05) = 14 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.99 × (309.0 - 0.4518 × 3.297) / 1000 = 1.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² License Number: Timer-SN111-C0-1 13/321

Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.1 × 1000000 / (150.0 × 309.0²) = 0.290 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.290 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.464 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.464 / 1000 = 13.57 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.57 × 1000 / (460 / 1.05) = 31 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.57 × (309.0 - 0.4518 × 7.464) / 1000 = 4.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.0 × 1000000 / (150.0 × 309.0²) = 0.211 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.211 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.430 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 5.430 / 1000 = 9.87 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 9.87 × 1000 / (460 / 1.05) = 23 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 9.87 × (309.0 - 0.4518 × 5.430) / 1000 = 3.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.6 × 1000000 / (150.0 × 309.0²) = 0.253 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.253 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.517 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.517 / 1000 = 11.85 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.85 × 1000 / (460 / 1.05) = 28 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.85 × (309.0 - 0.4518 × 6.517) / 1000 = 3.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² License Number: Timer-SN111-C0-1 14/321

Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.2 × 1000000 / (150.0 × 309.0²) = 0.223 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.223 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.738 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 5.738 / 1000 = 10.43 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 10.43 × 1000 / (460 / 1.05) = 24 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 10.43 × (309.0 - 0.4518 × 5.738) / 1000 = 3.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.5 × 1000000 / (150.0 × 309.0²) = 0.036 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.036 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.925 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.925 / 1000 = 1.68 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.68 × 1000 / (460 / 1.05) = 4 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.68 × (309.0 - 0.4518 × 0.925) / 1000 = 0.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION License Number: Timer-SN111-C0-1 15/321

LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.6 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.1 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 7101 × 350.0 / 4147235 = 0.60 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-271.6 / 52500.0) × 0.60 = 0.562 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -271.6 / (52500.0 × 0.56)] = 0.561 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.153 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 16/321

LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 3.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 3.9 × 1000 / (150.0 × 309.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.00 = 0.08 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 3.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 3.9 × 1000 / (150.0 × 309.0) = 0.08 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 3874 × 350.0 / 1428105 = 0.95 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-271.6 / 52500.0) × 0.95 = 0.561 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -271.6 / (52500.0 × 0.56)] = 0.561 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.084 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT License Number: Timer-SN111-C0-1 17/321

(B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.3 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 6.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 6.8 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 6804 × 350.0 / 3626361 = 0.66 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-271.6 / 52500.0) × 0.66 = 0.562 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -271.6 / (52500.0 × 0.56)] = 0.561 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.147 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 License Number: Timer-SN111-C0-1 18/321

Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 2.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 93.4 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 93.4) / (120 × (0.9 + (2.5 × 1000000 / (150 × 309.0²)))} = 3.52 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 4 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.4 × 1000000 / (150.0 × 309.0²) = 0.168 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.168 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.316 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.316 / 1000 = 7.85 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 7.85 × 1000 / (460 / 1.05) = 18 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 7.85 × (309.0 - 0.4518 × 4.316) / 1000 = 2.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 1.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 1.8 × 1000000 / (150.0 × 309.0²) = 0.123 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.123 <= 4.691 License Number: Timer-SN111-C0-1 19/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.157 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.157 / 1000 = 5.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.74 × 1000 / (460 / 1.05) = 14 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.74 × (309.0 - 0.4518 × 3.157) / 1000 = 1.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.8 × 1000000 / (150.0 × 309.0²) = 0.265 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.265 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.831 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.831 / 1000 = 12.42 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 12.42 × 1000 / (460 / 1.05) = 29 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 12.42 × (309.0 - 0.4518 × 6.831) / 1000 = 3.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 2.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.5 × 1000000 / (150.0 × 309.0²) = 0.177 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.177 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.544 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.544 / 1000 = 8.26 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.26 × 1000 / (460 / 1.05) = 19 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.26 × (309.0 - 0.4518 × 4.544) / 1000 = 2.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.2 × 1000000 / (150.0 × 309.0²) = 0.291 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.291 <= 4.691 License Number: Timer-SN111-C0-1 20/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.504 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.504 / 1000 = 13.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.64 × 1000 / (460 / 1.05) = 32 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.64 × (309.0 - 0.4518 × 7.504) / 1000 = 4.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 309.0²) = 0.261 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.261 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.720 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.720 / 1000 = 12.22 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 12.22 × 1000 / (460 / 1.05) = 28 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 12.22 × (309.0 - 0.4518 × 6.720) / 1000 = 3.7 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.5 × 1000000 / (150.0 × 309.0²) = 0.038 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.038 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.972 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.972 / 1000 = 1.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.77 × 1000 / (460 / 1.05) = 5 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.77 × (309.0 - 0.4518 × 0.972) / 1000 = 0.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² License Number: Timer-SN111-C0-1 21/321

Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.4 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 6.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 6.9 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 6883 × 350.0 / 3799165 = 0.63 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-426.2 / 52500.0) × 0.63 = 0.561 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -426.2 / (52500.0 × 0.56)] = 0.560 N/mm² Select νc2' as νc' for design License Number: Timer-SN111-C0-1 22/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.149 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 2.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 2.0 × 1000 / (150.0 × 309.0) = 0.04 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.04 + 0.00 = 0.04 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 3.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 3.9 × 1000 / (150.0 × 309.0) = 0.08 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 3862 × 350.0 / 1425914 = 0.95 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-426.2 / 52500.0) × 0.95 = 0.559 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -426.2 / (52500.0 × 0.56)] = 0.560 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design License Number: Timer-SN111-C0-1 23/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.083 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.6 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.1 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 7089 × 350.0 / 4169335 = 0.60 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-426.2 / 52500.0) × 0.60 = 0.561 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -426.2 / (52500.0 × 0.56)] = 0.560 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² License Number: Timer-SN111-C0-1 24/321

νss = 0.153 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 2.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 70 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 70) / (3 × 226)} × (1 / 1.00) = 93.8 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 93.8) / (120 × (0.9 + (2.5 × 1000000 / (150 × 309.0²)))} = 3.52 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 5 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.5 × 1000000 / (150.0 × 309.0²) = 0.177 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.177 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.544 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.544 / 1000 = 8.26 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.26 × 1000 / (460 / 1.05) = 19 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.26 × (309.0 - 0.4518 × 4.544) / 1000 = 2.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² License Number: Timer-SN111-C0-1 25/321

Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 1.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 1.8 × 1000000 / (150.0 × 309.0²) = 0.125 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.125 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.208 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.208 / 1000 = 5.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.83 × 1000 / (460 / 1.05) = 14 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.83 × (309.0 - 0.4518 × 3.208) / 1000 = 1.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Tension Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.3 × 1000000 / (150.0 × 309.0²) = 0.297 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.297 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.665 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.665 / 1000 = 13.93 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.93 × 1000 / (460 / 1.05) = 32 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.93 × (309.0 - 0.4518 × 7.665) / 1000 = 4.3 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.2 × 1000000 / (150.0 × 309.0²) = 0.221 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.221 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.681 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 5.681 / 1000 = 10.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 10.33 × 1000 / (460 / 1.05) = 24 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 10.33 × (309.0 - 0.4518 × 5.681) / 1000 = 3.2 kNm Maximum Depth of Section = 350.0 mm License Number: Timer-SN111-C0-1 26/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.5 × 1000000 / (150.0 × 309.0²) = 0.244 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.244 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.277 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.277 / 1000 = 11.41 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.41 × 1000 / (460 / 1.05) = 27 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.41 × (309.0 - 0.4518 × 6.277) / 1000 = 3.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.1 × 1000000 / (150.0 × 309.0²) = 0.219 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.219 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.617 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 5.617 / 1000 = 10.21 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 10.21 × 1000 / (460 / 1.05) = 24 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 10.21 × (309.0 - 0.4518 × 5.617) / 1000 = 3.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) License Number: Timer-SN111-C0-1 27/321

Design Bending Moment = 0.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.6 × 1000000 / (150.0 × 309.0²) = 0.040 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.040 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.022 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 1.022 / 1000 = 1.86 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.86 × 1000 / (460 / 1.05) = 5 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.86 × (309.0 - 0.4518 × 1.022) / 1000 = 0.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.7 × 1000 / (150.0 × 309.0) = 0.17 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² License Number: Timer-SN111-C0-1 28/321

Total Stress, νTot = νss + νst = 0.17 + 0.00 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.2 × 1000 / (150.0 × 309.0) = 0.16 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 7185 × 350.0 / 4257615 = 0.59 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-584.7 / 52500.0) × 0.59 = 0.560 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -584.7 / (52500.0 × 0.56)] = 0.558 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.155 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 4.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 4.0 × 1000 / (150.0 × 309.0) = 0.09 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.09 + 0.00 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) License Number: Timer-SN111-C0-1 29/321

Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 4.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 4.0 × 1000 / (150.0 × 309.0) = 0.09 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 3958 × 350.0 / 1370407 = 1.01 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-584.7 / 52500.0) × 1.00 = 0.557 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -584.7 / (52500.0 × 0.56)] = 0.558 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.085 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.2 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass License Number: Timer-SN111-C0-1 30/321

Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 6.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 6.7 × 1000 / (150.0 × 309.0) = 0.14 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 6714 × 350.0 / 3493914 = 0.67 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-584.7 / 52500.0) × 0.67 = 0.560 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -584.7 / (52500.0 × 0.56)] = 0.558 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.145 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 2.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 70 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 70) / (3 × 226)} × (1 / 1.00) = 94.3 N/mm² License Number: Timer-SN111-C0-1 31/321

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 94.3) / (120 × (0.9 + (2.5 × 1000000 / (150 × 309.0²)))} = 3.51 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 6 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.4 × 1000000 / (150.0 × 309.0²) = 0.166 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.166 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.258 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.258 / 1000 = 7.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 7.74 × 1000 / (460 / 1.05) = 18 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 7.74 × (309.0 - 0.4518 × 4.258) / 1000 = 2.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 1.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 1.8 × 1000000 / (150.0 × 309.0²) = 0.125 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.125 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.207 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.207 / 1000 = 5.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.83 × 1000 / (460 / 1.05) = 14 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.83 × (309.0 - 0.4518 × 3.207) / 1000 = 1.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Tension Steel Area Required (3D) = 68 + 1 = 70 mm² License Number: Timer-SN111-C0-1 32/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.6 × 1000000 / (150.0 × 309.0²) = 0.253 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.253 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.524 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.524 / 1000 = 11.86 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.86 × 1000 / (460 / 1.05) = 28 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.86 × (309.0 - 0.4518 × 6.524) / 1000 = 3.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 2.7 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 2.7 × 1000000 / (150.0 × 309.0²) = 0.188 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.188 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.822 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.822 / 1000 = 8.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.77 × 1000 / (460 / 1.05) = 21 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.77 × (309.0 - 0.4518 × 4.822) / 1000 = 2.7 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.5 × 1000000 / (150.0 × 309.0²) = 0.313 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.313 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 8.072 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 8.072 / 1000 = 14.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 14.67 × 1000 / (460 / 1.05) = 34 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 14.67 × (309.0 - 0.4518 × 8.072) / 1000 = 4.5 kNm Maximum Depth of Section = 350.0 mm License Number: Timer-SN111-C0-1 33/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.4 × 1000000 / (150.0 × 309.0²) = 0.239 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.239 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.145 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.145 / 1000 = 11.17 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.17 × 1000 / (460 / 1.05) = 26 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.17 × (309.0 - 0.4518 × 6.145) / 1000 = 3.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.8 × 1000000 / (150.0 × 309.0²) = 0.054 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.054 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.388 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 1.388 / 1000 = 2.52 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.52 × 1000 / (460 / 1.05) = 6 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.52 × (309.0 - 0.4518 × 1.388) / 1000 = 0.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² License Number: Timer-SN111-C0-1 34/321

Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 68 + 0 = 69 mm² Final Bottom Compression Steel Area Required (3D) = 68 + 1 = 70 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.2 × 1000 / (150.0 × 309.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 6.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 6.7 × 1000 / (150.0 × 309.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm License Number: Timer-SN111-C0-1 35/321

= 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 6729 × 350.0 / 3629862 = 0.65 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-575.0 / 52500.0) × 0.65 = 0.560 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -575.0 / (52500.0 × 0.56)] = 0.558 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.145 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 1.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 1.8 × 1000 / (150.0 × 309.0) = 0.04 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.04 + 0.00 = 0.04 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 4.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 4.0 × 1000 / (150.0 × 309.0) = 0.09 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² License Number: Timer-SN111-C0-1 36/321

Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 4010 × 350.0 / 1249497 = 1.12 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-575.0 / 52500.0) × 1.00 = 0.557 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -575.0 / (52500.0 × 0.56)] = 0.558 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.087 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.8 × 1000 / (150.0 × 309.0) = 0.17 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.17 + 0.00 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.2 × 1000 / (150.0 × 309.0) = 0.16 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a License Number: Timer-SN111-C0-1 37/321

VhM Ratio = V × h / M = 7237 × 350.0 / 4481040 = 0.57 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-575.0 / 52500.0) × 0.57 = 0.560 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -575.0 / (52500.0 × 0.56)] = 0.558 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.156 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 2.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 70 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 70) / (3 × 226)} × (1 / 1.00) = 94.3 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 94.3) / (120 × (0.9 + (2.4 × 1000000 / (150 × 309.0²)))} = 3.54 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B1(150x350) SPAN NO. 7 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 309.0²) = 0.261 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.261 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.732 mm License Number: Timer-SN111-C0-1 38/321

Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.732 / 1000 = 12.24 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 12.24 × 1000 / (460 / 1.05) = 28 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 12.24 × (309.0 - 0.4518 × 6.732) / 1000 = 3.7 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 3.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.4 × 1000000 / (150.0 × 309.0²) = 0.240 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.240 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.181 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.181 / 1000 = 11.24 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.24 × 1000 / (460 / 1.05) = 26 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.24 × (309.0 - 0.4518 × 6.181) / 1000 = 3.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.4 × 1000000 / (150.0 × 309.0²) = 0.304 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.304 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.835 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.835 / 1000 = 14.24 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 14.24 × 1000 / (460 / 1.05) = 33 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 14.24 × (309.0 - 0.4518 × 7.835) / 1000 = 4.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 3.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.9 × 1000000 / (150.0 × 309.0²) = 0.272 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.272 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.006 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.006 / 1000 = 12.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 12.74 × 1000 / (460 / 1.05) = 30 mm² License Number: Timer-SN111-C0-1 39/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 12.74 × (309.0 - 0.4518 × 7.006) / 1000 = 3.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required License Number: Timer-SN111-C0-1 40/321

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 8.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 8.5 × 1000 / (150.0 × 309.0) = 0.18 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.18 + 0.00 = 0.18 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 7.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 7.9 × 1000 / (150.0 × 309.0) = 0.17 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.171 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 3.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm License Number: Timer-SN111-C0-1 41/321

Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 3.9 × 1000 / (150.0 × 309.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.00 = 0.08 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 3.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 3.9 × 1000 / (150.0 × 309.0) = 0.08 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.084 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 5.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 5.7 × 1000 / (150.0 × 309.0) = 0.12 N/mm² License Number: Timer-SN111-C0-1 42/321

Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.12 + 0.00 = 0.12 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 5.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 5.2 × 1000 / (150.0 × 309.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.112 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 3.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.5 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.5) / (120 × (0.9 + (3.8 × 1000000 / (150 × 309.0²)))} License Number: Timer-SN111-C0-1 43/321

= 3.31 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: 4/A-H Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3 4 5 6 7 8

A B C D E F G H

Column Column Column Column Column Column Column Column

Support Reaction, kN Dead Load 2.8 7.4 6.9 6.6 7.1 6.4 7.7 2.7

Live Load 1.1 2.9 2.6 2.6 2.7 2.6 3.0 1.0

DETAIL CALCULATION FOR BEAM 2B2(150x300/600/300/600/300/600/300) GENERAL AND DIMENSION DATA Beam Located along grid 3/A-H Number of Span within beam = 7 Number of Section defined by user = 13 Number of Supports = 8 Beam Cantilever End = Nil. Section Dimension Data Span 1 2 3 4 5 6 7

Section 1 2 3 4 5 6 7 8 9 10 11 12 13

Length (mm) 1800 1500 1500 1800 1800 1500 1500 1800 1800 1500 1500 1800 3300

Width (mm) 150 150 150 150 150 150 150 150 150 150 150 150 150

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 License Number: Timer-SN111-C0-1 44/321

Begin Depth (mm) 300 600 600 300 300 600 600 300 300 600 600 300 300

End Depth (mm) 300 600 600 300 300 600 600 300 300 600 600 300 300

Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 27.3 kNm Width, b = 150.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 27.3 × 1000000 / (150.0 × 557.0²) = 0.587 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.587 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 27.592 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 27.592 / 1000 = 50.16 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 50.16 × 1000 / (460 / 1.05) = 115 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 50.16 × (557.0 - 0.4518 × 27.592) / 1000 = 27.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 23.6 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 23.6 × 1000000 / (150.0 × 257.0²) = 2.380 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.380 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 55.969 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 55.969 / 1000 = 101.75 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 101.75 × 1000 / (460 / 1.05) = 233 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 101.75 × (257.0 - 0.4518 × 55.969) / 1000 = 23.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 233 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 232 + 1 = 234 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² License Number: Timer-SN111-C0-1 45/321

Top Tension Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 7.9 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 7.9 × 1000000 / (150.0 × 559.0²) = 0.170 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.170 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.868 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.868 / 1000 = 14.30 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 14.30 × 1000 / (460 / 1.05) = 33 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 14.30 × (559.0 - 0.4518 × 7.868) / 1000 = 7.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.9 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.9 × 1000000 / (150.0 × 559.0²) = 0.084 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.084 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.893 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.893 / 1000 = 7.08 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 7.08 × 1000 / (460 / 1.05) = 17 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 7.08 × (559.0 - 0.4518 × 3.893) / 1000 = 3.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) License Number: Timer-SN111-C0-1 46/321

Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 559.0²) = 0.080 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.080 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.684 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.684 / 1000 = 6.70 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.70 × 1000 / (460 / 1.05) = 16 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.70 × (559.0 - 0.4518 × 3.684) / 1000 = 3.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 27.2 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 27.2 × 1000000 / (150.0 × 257.0²) = 2.743 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.743 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 65.777 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 65.777 / 1000 = 119.58 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 119.58 × 1000 / (460 / 1.05) = 273 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 119.58 × (257.0 - 0.4518 × 65.777) / 1000 = 27.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 273 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 23.6 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 23.6 × 1000000 / (150.0 × 257.0²) = 2.380 N/mm² License Number: Timer-SN111-C0-1 47/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.380 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 55.977 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 55.977 / 1000 = 101.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 101.77 × 1000 / (460 / 1.05) = 233 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 101.77 × (257.0 - 0.4518 × 55.977) / 1000 = 23.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 233 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Tension Steel Area Required (3D) = 232 + 1 = 234 mm² LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 22.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 257.0 mm Shear Stress, νss = V × 1000 / (b × d) = 22.9 × 1000 / (150.0 × 257.0) = 0.59 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.59 + 0.00 = 0.59 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 48/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 21.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 21.8 × 1000 / (150.0 × 257.0) = 0.57 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 1.04 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 257.0 = 1.556 (400 / d)^ ¼ = 1.117 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {1.04}⅓ × 1.117 × (1.200)⅓ / 1.25 = 0.76 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.565 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 15.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 257.0 mm Shear Stress, νss = V × 1000 / (b × d) = 15.1 × 1000 / (150.0 × 257.0) = 0.39 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.39 + 0.00 = 0.39 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.1 × 1000 / (150.0 × 257.0) = 0.39 N/mm² ≤ νMax (4.38 N/mm²) License Number: Timer-SN111-C0-1 49/321

Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 1.04 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 257.0 = 1.556 (400 / d)^ ¼ = 1.117 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {1.04}⅓ × 1.117 × (1.200)⅓ / 1.25 = 0.76 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.392 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 15.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 15.2 × 1000 / (150.0 × 557.0) = 0.18 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.18 + 0.01 = 0.19 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.3 × 1000 / (150.0 × 557.0) = 0.22 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.48 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 License Number: Timer-SN111-C0-1 50/321

Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.48}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.53 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.219 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 27.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 27.6 × 1000 / (150.0 × 559.0) = 0.33 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.33 + 0.01 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 26.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 26.3 × 1000 / (150.0 × 559.0) = 0.31 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.314 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 License Number: Timer-SN111-C0-1 51/321

(Link spacing is governed by user setting)

Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 257.0 mm Actual Span / Effective Depth Ratio, Ar = 12.8 Ultimate Design Moment, Mu = 27.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 275 mm² Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 275) / (3 × 402)} × (1 / 1.00) = 209.4 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 209.4) / (120 × (0.9 + (27.3 × 1000000 / (150 × 257.0²)))} = 1.16 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 257.0)) / (3 + (100 × 226 / (150.0 × 257.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.16 × 1.16) / 12.8 = 2.73 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 257.0 mm Actual Span / Effective Depth Ratio, Ar = 12.8 Ultimate Design Moment, Mu = 27.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 273 mm² Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 273) / (3 × 402)} × (1 / 1.00) = 208.2 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 208.2) / (120 × (0.9 + (27.2 × 1000000 / (150 × 257.0²)))} = 1.16 <= 2.0 New Modification Factor for Compression Reinforcement, License Number: Timer-SN111-C0-1 52/321

Equation 9

MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 257.0)) / (3 + (100 × 226 / (150.0 × 257.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.16 × 1.16) / 12.8 = 2.74 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 20.4 × 1000000 / (150.0 × 559.0²) = 0.435 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.435 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.402 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.402 / 1000 = 37.09 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 37.09 × 1000 / (460 / 1.05) = 85 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 37.09 × (559.0 - 0.4518 × 20.402) / 1000 = 20.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 16.9 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 16.9 × 1000000 / (150.0 × 559.0²) = 0.361 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.361 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.897 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.897 / 1000 = 30.72 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 30.72 × 1000 / (460 / 1.05) = 71 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 30.72 × (559.0 - 0.4518 × 16.897) / 1000 = 16.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Tension Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 559.0²) = 0.182 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 License Number: Timer-SN111-C0-1 53/321

Mu / bd² = 0.182 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 8.454 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 8.454 / 1000 = 15.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 15.37 × 1000 / (460 / 1.05) = 36 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 15.37 × (559.0 - 0.4518 × 8.454) / 1000 = 8.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.1 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.1 × 1000000 / (150.0 × 559.0²) = 0.065 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.065 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.017 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.017 / 1000 = 5.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.49 × 1000 / (460 / 1.05) = 13 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.49 × (559.0 - 0.4518 × 3.017) / 1000 = 3.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 4.5 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 4.5 × 1000000 / (150.0 × 559.0²) = 0.095 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.095 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.413 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.413 / 1000 = 8.02 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.02 × 1000 / (460 / 1.05) = 19 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.02 × (559.0 - 0.4518 × 4.413) / 1000 = 4.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) License Number: Timer-SN111-C0-1 54/321

LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 19.0 × 1000000 / (150.0 × 259.0²) = 1.892 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.892 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.783 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.783 / 1000 = 79.60 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 79.60 × 1000 / (460 / 1.05) = 182 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 79.60 × (259.0 - 0.4518 × 43.783) / 1000 = 19.0 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 182 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 16.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.2 × 1000000 / (150.0 × 259.0²) = 1.613 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.613 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.847 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.847 / 1000 = 66.99 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 66.99 × 1000 / (460 / 1.05) = 153 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 66.99 × (259.0 - 0.4518 × 36.847) / 1000 = 16.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 153 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 153 + 0 = 154 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 4 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 20.2 × 1000000 / (150.0 × 259.0²) = 2.007 N/mm² License Number: Timer-SN111-C0-1 55/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.007 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 46.692 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 46.692 / 1000 = 84.89 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 84.89 × 1000 / (460 / 1.05) = 194 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 84.89 × (259.0 - 0.4518 × 46.692) / 1000 = 20.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 194 mm²

LOCATION : SECTION 4 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 16.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.9 × 1000000 / (150.0 × 259.0²) = 1.683 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.683 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 38.557 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 38.557 / 1000 = 70.10 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 70.10 × 1000 / (460 / 1.05) = 161 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 70.10 × (259.0 - 0.4518 × 38.557) / 1000 = 16.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 161 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 160 + 1 = 162 mm² LOCATION : SECTION 4 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 4 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) License Number: Timer-SN111-C0-1 56/321

Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 25.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 25.5 × 1000 / (150.0 × 559.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.01 = 0.31 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 24.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 24.3 × 1000 / (150.0 × 559.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.290 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 16.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² License Number: Timer-SN111-C0-1 57/321

Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 559.0) = 0.20 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.20 + 0.01 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 559.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.198 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 17.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 17.2 × 1000 / (150.0 × 259.0) = 0.44 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.44 + 0.01 = 0.45 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass License Number: Timer-SN111-C0-1 58/321

Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.01 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 22.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 22.0 × 1000 / (150.0 × 259.0) = 0.57 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.566 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 29.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 29.8 × 1000 / (150.0 × 259.0) = 0.77 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.77 + 0.01 = 0.77 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.01 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 License Number: Timer-SN111-C0-1 59/321

Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 28.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 28.5 × 1000 / (150.0 × 259.0) = 0.73 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.733 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 20.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 196 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 196) / (3 × 226)} × (1 / 1.00) = 265.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 265.5) / (120 × (0.9 + (20.4 × 1000000 / (150 × 259.0²)))} = 1.15 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.15 × 1.16) / 12.7 = 2.73 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm License Number: Timer-SN111-C0-1 60/321

Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 20.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 194 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 194) / (3 × 226)} × (1 / 1.00) = 262.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 262.7) / (120 × (0.9 + (20.2 × 1000000 / (150 × 259.0²)))} = 1.16 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.16 × 1.16) / 12.7 = 2.76 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 3 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 19.0 × 1000000 / (150.0 × 559.0²) = 0.405 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.405 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.987 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.987 / 1000 = 34.52 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 34.52 × 1000 / (460 / 1.05) = 79 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 34.52 × (559.0 - 0.4518 × 18.987) / 1000 = 19.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 12.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 12.9 × 1000000 / (150.0 × 259.0²) = 1.278 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.278 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 28.747 mm License Number: Timer-SN111-C0-1 61/321

Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 28.747 / 1000 = 52.26 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 52.26 × 1000 / (460 / 1.05) = 120 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 52.26 × (259.0 - 0.4518 × 28.747) / 1000 = 12.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 120 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 119 + 1 = 121 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 19.3 × 1000000 / (150.0 × 259.0²) = 1.916 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.916 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 44.372 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 44.372 / 1000 = 80.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 80.67 × 1000 / (460 / 1.05) = 185 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 80.67 × (259.0 - 0.4518 × 44.372) / 1000 = 19.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 185 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 16.5 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.5 × 1000000 / (150.0 × 259.0²) = 1.643 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.643 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 37.561 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 37.561 / 1000 = 68.29 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 68.29 × 1000 / (460 / 1.05) = 156 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 68.29 × (259.0 - 0.4518 × 37.561) / 1000 = 16.5 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 156 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 156 + 0 = 157 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² License Number: Timer-SN111-C0-1 62/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 12.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 12.6 × 1000000 / (150.0 × 559.0²) = 0.268 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.268 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.499 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.499 / 1000 = 22.72 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.72 × 1000 / (460 / 1.05) = 52 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.72 × (559.0 - 0.4518 × 12.499) / 1000 = 12.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 1.1 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.1 × 1000000 / (150.0 × 559.0²) = 0.024 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.024 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.086 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 1.086 / 1000 = 1.97 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.97 × 1000 / (460 / 1.05) = 5 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.97 × (559.0 - 0.4518 × 1.086) / 1000 = 1.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 559.0²) = 0.182 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.182 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 8.442 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 8.442 / 1000 = 15.35 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 15.35 × 1000 / (460 / 1.05) = 36 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 15.35 × (559.0 - 0.4518 × 8.442) / 1000 = 8.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² License Number: Timer-SN111-C0-1 63/321

Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 5 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 18.8 × 1000000 / (150.0 × 259.0²) = 1.873 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.873 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.292 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.292 / 1000 = 78.70 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 78.70 × 1000 / (460 / 1.05) = 180 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 78.70 × (259.0 - 0.4518 × 43.292) / 1000 = 18.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 180 mm²

LOCATION : SECTION 5 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 5 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 5 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 6 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 6 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 12.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 12.9 × 1000000 / (150.0 × 259.0²) = 1.278 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.278 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 28.752 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 28.752 / 1000 = 52.27 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 52.27 × 1000 / (460 / 1.05) = 120 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 52.27 × (259.0 - 0.4518 × 28.752) / 1000 = 12.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 120 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² License Number: Timer-SN111-C0-1 64/321

Final Bottom Tension Steel Area Required (3D) = 119 + 1 = 121 mm² LOCATION : SECTION 6 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 6 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 29.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 29.0 × 1000 / (150.0 × 259.0) = 0.75 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.75 + 0.01 = 0.75 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.01 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 27.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 27.7 × 1000 / (150.0 × 259.0) = 0.71 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² License Number: Timer-SN111-C0-1 65/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.712 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 21.2 × 1000 / (150.0 × 259.0) = 0.55 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.55 + 0.01 = 0.55 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.01 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 21.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 21.2 × 1000 / (150.0 × 259.0) = 0.55 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.546 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 66/321

LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 12.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.7 × 1000 / (150.0 × 559.0) = 0.15 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.15 + 0.01 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.8 × 1000 / (150.0 × 559.0) = 0.19 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.189 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 25.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm License Number: Timer-SN111-C0-1 67/321

Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 25.3 × 1000 / (150.0 × 559.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.01 = 0.31 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 24.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 24.0 × 1000 / (150.0 × 559.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.287 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 19.0 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 182 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, License Number: Timer-SN111-C0-1 68/321

Equation 8

fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 182) / (3 × 226)} × (1 / 1.00) = 245.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 245.7) / (120 × (0.9 + (19.0 × 1000000 / (150 × 259.0²)))} = 1.24 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.24 × 1.16) / 12.7 = 2.94 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 18.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 180 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 180) / (3 × 226)} × (1 / 1.00) = 243.6 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 243.6) / (120 × (0.9 + (18.8 × 1000000 / (150 × 259.0²)))} = 1.25 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.25 × 1.16) / 12.7 = 2.97 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 4 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.3 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 19.3 × 1000000 / (150.0 × 559.0²) = 0.411 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.411 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 69/321

Concrete Neutral Axis, x = 19.245 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 19.245 / 1000 = 34.99 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 34.99 × 1000 / (460 / 1.05) = 80 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 34.99 × (559.0 - 0.4518 × 19.245) / 1000 = 19.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 14.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 14.6 × 1000000 / (150.0 × 559.0²) = 0.312 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.312 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.572 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.572 / 1000 = 26.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.49 × 1000 / (460 / 1.05) = 61 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.49 × (559.0 - 0.4518 × 14.572) / 1000 = 14.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Tension Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 12.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 12.6 × 1000000 / (150.0 × 559.0²) = 0.269 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.269 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.556 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.556 / 1000 = 22.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.83 × 1000 / (460 / 1.05) = 53 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.83 × (559.0 - 0.4518 × 12.556) / 1000 = 12.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 1.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.0 × 1000000 / (150.0 × 559.0²) = 0.021 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 License Number: Timer-SN111-C0-1 70/321

Mu / bd² = 0.021 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.991 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.991 / 1000 = 1.80 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 1.80 × 1000 / (460 / 1.05) = 5 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 1.80 × (559.0 - 0.4518 × 0.991) / 1000 = 1.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 8.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 8.4 × 1000000 / (150.0 × 559.0²) = 0.179 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.179 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 8.305 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 8.305 / 1000 = 15.10 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 15.10 × 1000 / (460 / 1.05) = 35 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 15.10 × (559.0 - 0.4518 × 8.305) / 1000 = 8.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 18.8 × 1000000 / (150.0 × 259.0²) = 1.865 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.865 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.085 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.085 / 1000 = 78.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 78.33 × 1000 / (460 / 1.05) = 179 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 78.33 × (259.0 - 0.4518 × 43.085) / 1000 = 18.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 179 mm² Bottom Compression Steel Area Required = 59 mm²

License Number: Timer-SN111-C0-1 71/321

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 15.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 15.8 × 1000000 / (150.0 × 259.0²) = 1.569 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.569 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 35.771 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 35.771 / 1000 = 65.03 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 65.03 × 1000 / (460 / 1.05) = 149 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 65.03 × (259.0 - 0.4518 × 35.771) / 1000 = 15.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 149 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 148 + 0 = 149 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 7 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 8 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.1 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 19.1 × 1000000 / (150.0 × 259.0²) = 1.894 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.894 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.823 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.823 / 1000 = 79.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 79.67 × 1000 / (460 / 1.05) = 182 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 79.67 × (259.0 - 0.4518 × 43.823) / 1000 = 19.1 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 182 mm²

LOCATION : SECTION 8 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 14.6 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm License Number: Timer-SN111-C0-1 72/321

Mu / bd² = 14.6 × 1000000 / (150.0 × 259.0²) = 1.454 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.454 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 32.968 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 32.968 / 1000 = 59.94 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 59.94 × 1000 / (460 / 1.05) = 137 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 59.94 × (259.0 - 0.4518 × 32.968) / 1000 = 14.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 137 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 137 + 1 = 139 mm² LOCATION : SECTION 8 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 8 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 26.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 26.7 × 1000 / (150.0 × 559.0) = 0.32 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.32 + 0.01 = 0.33 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) License Number: Timer-SN111-C0-1 73/321

Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 25.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 25.5 × 1000 / (150.0 × 559.0) = 0.30 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 25535 × 600.0 / 12630400 = 1.21 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-71.5 / 90000.0) × 1.00 = 0.433 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -71.5 / (90000.0 × 0.43)] = 0.434 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.305 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 17.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 17.9 × 1000 / (150.0 × 559.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.01 = 0.22 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm License Number: Timer-SN111-C0-1 74/321

νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 17.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 17.9 × 1000 / (150.0 × 559.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 17855 × 600.0 / 15566067 = 0.69 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-71.5 / 90000.0) × 0.69 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -71.5 / (90000.0 × 0.43)] = 0.434 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.213 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.3 × 1000 / (150.0 × 259.0) = 0.42 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.42 + 0.01 = 0.42 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² License Number: Timer-SN111-C0-1 75/321

νst = 0.01 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 21.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 21.0 × 1000 / (150.0 × 259.0) = 0.54 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 21029 × 300.0 / 6105047 = 1.03 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-172.8 / 45000.0) × 1.00 = 0.623 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -172.8 / (45000.0 × 0.63)] = 0.623 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.541 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 28.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 28.8 × 1000 / (150.0 × 259.0) = 0.74 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.74 + 0.01 = 0.75 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.01 N/mm² ≤ 1.88 N/mm² License Number: Timer-SN111-C0-1 76/321

Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 27.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 27.5 × 1000 / (150.0 × 259.0) = 0.71 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 27507 × 300.0 / 18762491 = 0.44 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-172.8 / 45000.0) × 0.44 = 0.624 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -172.8 / (45000.0 × 0.63)] = 0.623 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.708 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 19.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 184 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 184) / (3 × 226)} × (1 / 1.00) = 249.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 249.3) / (120 × (0.9 + (19.3 × 1000000 / (150 × 259.0²)))} = 1.22 <= 2.0 New Modification Factor for Compression Reinforcement, License Number: Timer-SN111-C0-1 77/321

Equation 9

MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.22 × 1.16) / 12.7 = 2.90 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 19.1 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 182 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 182) / (3 × 226)} × (1 / 1.00) = 246.6 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 246.6) / (120 × (0.9 + (19.1 × 1000000 / (150 × 259.0²)))} = 1.24 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.24 × 1.16) / 12.7 = 2.94 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 5 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 19.0 × 1000000 / (150.0 × 559.0²) = 0.405 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.405 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.952 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.952 / 1000 = 34.46 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 34.46 × 1000 / (460 / 1.05) = 79 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 34.46 × (559.0 - 0.4518 × 18.952) / 1000 = 19.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm² License Number: Timer-SN111-C0-1 78/321

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 13.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.0 × 1000000 / (150.0 × 259.0²) = 1.288 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.288 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 28.993 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 28.993 / 1000 = 52.71 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 52.71 × 1000 / (460 / 1.05) = 121 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 52.71 × (259.0 - 0.4518 × 28.993) / 1000 = 13.0 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 121 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 120 + 1 = 122 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 18.8 × 1000000 / (150.0 × 259.0²) = 1.871 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.871 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.250 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.250 / 1000 = 78.63 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 78.63 × 1000 / (460 / 1.05) = 180 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 78.63 × (259.0 - 0.4518 × 43.250) / 1000 = 18.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 180 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 15.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 15.9 × 1000000 / (150.0 × 259.0²) = 1.581 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.581 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.056 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.056 / 1000 = 65.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 65.55 × 1000 / (460 / 1.05) = 150 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 65.55 × (259.0 - 0.4518 × 36.056) / 1000 = 15.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² License Number: Timer-SN111-C0-1 79/321

Top Tension Steel Area Required = 150 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 150 + 0 = 150 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 14.1 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 14.1 × 1000000 / (150.0 × 559.0²) = 0.301 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.301 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.039 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.039 / 1000 = 25.52 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 25.52 × 1000 / (460 / 1.05) = 59 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 25.52 × (559.0 - 0.4518 × 14.039) / 1000 = 14.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.3 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.3 × 1000000 / (150.0 × 559.0²) = 0.006 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.006 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.277 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.277 / 1000 = 0.50 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 0.50 × 1000 / (460 / 1.05) = 2 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 0.50 × (559.0 - 0.4518 × 0.277) / 1000 = 0.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.5 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 9.5 × 1000000 / (150.0 × 559.0²) = 0.203 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.203 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 9.447 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 9.447 / 1000 = 17.17 kN License Number: Timer-SN111-C0-1 80/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 17.17 × 1000 / (460 / 1.05) = 40 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 17.17 × (559.0 - 0.4518 × 9.447) / 1000 = 9.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 9 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 18.8 × 1000000 / (150.0 × 259.0²) = 1.869 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.869 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 43.202 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 43.202 / 1000 = 78.54 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 78.54 × 1000 / (460 / 1.05) = 180 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 78.54 × (259.0 - 0.4518 × 43.202) / 1000 = 18.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 180 mm²

LOCATION : SECTION 9 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 9 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 9 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 10 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 10 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 13.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.0 × 1000000 / (150.0 × 259.0²) = 1.288 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.288 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 28.997 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 28.997 / 1000 = 52.72 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 52.72 × 1000 / (460 / 1.05) = 121 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 52.72 × (259.0 - 0.4518 × 28.997) / 1000 = 13.0 kNm License Number: Timer-SN111-C0-1 81/321

Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 121 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Tension Steel Area Required (3D) = 120 + 1 = 122 mm² LOCATION : SECTION 10 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 10 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 28.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 28.6 × 1000 / (150.0 × 259.0) = 0.74 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.74 + 0.00 = 0.74 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 27.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 27.3 × 1000 / (150.0 × 259.0) = 0.70 N/mm² ≤ νMax (4.38 N/mm²) License Number: Timer-SN111-C0-1 82/321

Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 27310 × 300.0 / 18828270 = 0.44 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-205.3 / 45000.0) × 0.44 = 0.624 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -205.3 / (45000.0 × 0.63)] = 0.623 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.703 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 20.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 20.8 × 1000 / (150.0 × 259.0) = 0.54 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.54 + 0.00 = 0.54 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.8 × 1000 / (150.0 × 259.0) = 0.54 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 83/321

Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 20832 × 300.0 / 5964446 = 1.05 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-205.3 / 45000.0) × 1.00 = 0.622 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -205.3 / (45000.0 × 0.63)] = 0.623 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.536 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 13.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.4 × 1000 / (150.0 × 559.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.01 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 559.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 84/321

Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 16579 × 600.0 / 15014971 = 0.66 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-163.8 / 90000.0) × 0.66 = 0.433 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -163.8 / (90000.0 × 0.43)] = 0.433 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.198 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 26.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 26.6 × 1000 / (150.0 × 559.0) = 0.32 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.32 + 0.01 = 0.33 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 25.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 25.3 × 1000 / (150.0 × 559.0) = 0.30 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² License Number: Timer-SN111-C0-1 85/321

- Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 25273 × 600.0 / 14105695 = 1.08 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-163.8 / 90000.0) × 1.00 = 0.433 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -163.8 / (90000.0 × 0.43)] = 0.433 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.301 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 19.0 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 181 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 181) / (3 × 226)} × (1 / 1.00) = 245.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 245.3) / (120 × (0.9 + (19.0 × 1000000 / (150 × 259.0²)))} = 1.24 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.24 × 1.16) / 12.7 = 2.95 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 18.8 kNm License Number: Timer-SN111-C0-1 86/321

Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 180 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 180) / (3 × 226)} × (1 / 1.00) = 243.1 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 243.1) / (120 × (0.9 + (18.8 × 1000000 / (150 × 259.0²)))} = 1.25 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.25 × 1.16) / 12.7 = 2.97 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 6 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 20.8 × 1000000 / (150.0 × 559.0²) = 0.443 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.443 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.780 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.780 / 1000 = 37.78 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 37.78 × 1000 / (460 / 1.05) = 87 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 37.78 × (559.0 - 0.4518 × 20.780) / 1000 = 20.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 16.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 16.2 × 1000000 / (150.0 × 559.0²) = 0.345 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.345 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.133 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.133 / 1000 = 29.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.33 × 1000 / (460 / 1.05) = 67 mm² License Number: Timer-SN111-C0-1 87/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.33 × (559.0 - 0.4518 × 16.133) / 1000 = 16.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Tension Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 13.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 13.8 × 1000000 / (150.0 × 559.0²) = 0.293 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.293 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.683 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.683 / 1000 = 24.88 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 24.88 × 1000 / (460 / 1.05) = 57 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 24.88 × (559.0 - 0.4518 × 13.683) / 1000 = 13.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.4 × 1000000 / (150.0 × 559.0²) = 0.009 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.009 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.438 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 0.438 / 1000 = 0.80 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 0.80 × 1000 / (460 / 1.05) = 2 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 0.80 × (559.0 - 0.4518 × 0.438) / 1000 = 0.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 9.2 × 1000000 / (150.0 × 559.0²) = 0.197 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.197 <= 4.691 License Number: Timer-SN111-C0-1 88/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 9.153 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 9.153 / 1000 = 16.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 16.64 × 1000 / (460 / 1.05) = 38 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 16.64 × (559.0 - 0.4518 × 9.153) / 1000 = 9.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 117 + 0 = 118 mm² Final Bottom Compression Steel Area Required (3D) = 117 + 1 = 119 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 12.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 12.0 × 1000000 / (150.0 × 259.0²) = 1.190 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.190 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 26.664 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 26.664 / 1000 = 48.47 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 48.47 × 1000 / (460 / 1.05) = 111 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 48.47 × (259.0 - 0.4518 × 26.664) / 1000 = 12.0 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 111 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.3 × 1000000 / (150.0 × 259.0²) = 0.926 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.926 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.528 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.528 / 1000 = 37.32 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 37.32 × 1000 / (460 / 1.05) = 86 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 37.32 × (259.0 - 0.4518 × 20.528) / 1000 = 9.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 86 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 85 + 0 = 86 mm² License Number: Timer-SN111-C0-1 89/321

Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 11 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 12 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.6 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 20.6 × 1000000 / (150.0 × 259.0²) = 2.050 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.050 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 47.792 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 47.792 / 1000 = 86.89 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 86.89 × 1000 / (460 / 1.05) = 199 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 86.89 × (259.0 - 0.4518 × 47.792) / 1000 = 20.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 199 mm²

LOCATION : SECTION 12 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 16.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.2 × 1000000 / (150.0 × 259.0²) = 1.608 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.608 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.706 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.706 / 1000 = 66.73 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 66.73 × 1000 / (460 / 1.05) = 153 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 66.73 × (259.0 - 0.4518 × 36.706) / 1000 = 16.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 153 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 152 + 1 = 154 mm² License Number: Timer-SN111-C0-1 90/321

LOCATION : SECTION 12 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 12 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 28.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 28.2 × 1000 / (150.0 × 559.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.01 = 0.35 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 26.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 26.9 × 1000 / (150.0 × 559.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm License Number: Timer-SN111-C0-1 91/321

= 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 26902 × 600.0 / 13751550 = 1.17 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-296.5 / 90000.0) × 1.00 = 0.432 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -296.5 / (90000.0 × 0.43)] = 0.432 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.321 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 18.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 18.2 × 1000 / (150.0 × 559.0) = 0.22 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.22 + 0.01 = 0.23 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.2 × 1000 / (150.0 × 559.0) = 0.22 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² License Number: Timer-SN111-C0-1 92/321

Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 18229 × 600.0 / 16243032 = 0.67 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-296.5 / 90000.0) × 0.67 = 0.433 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -296.5 / (90000.0 × 0.43)] = 0.432 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.217 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 14.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 14.1 × 1000 / (150.0 × 259.0) = 0.36 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.36 + 0.00 = 0.37 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.8 × 1000 / (150.0 × 259.0) = 0.48 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a License Number: Timer-SN111-C0-1 93/321

VhM Ratio = V × h / M = 18760 × 300.0 / 9097725 = 0.62 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-641.6 / 45000.0) × 0.62 = 0.620 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -641.6 / (45000.0 × 0.63)] = 0.618 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.483 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 26.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 26.5 × 1000 / (150.0 × 259.0) = 0.68 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.68 + 0.00 = 0.69 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 25.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 25.2 × 1000 / (150.0 × 259.0) = 0.65 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 25238 × 300.0 / 11970931 = 0.63 License Number: Timer-SN111-C0-1 94/321

Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-641.6 / 45000.0) × 0.63 = 0.620 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -641.6 / (45000.0 × 0.63)] = 0.618 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.650 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 20.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 200 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 200) / (3 × 226)} × (1 / 1.00) = 270.8 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 270.8) / (120 × (0.9 + (20.8 × 1000000 / (150 × 259.0²)))} = 1.13 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.13 × 1.16) / 12.7 = 2.68 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 20.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 199 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement License Number: Timer-SN111-C0-1 95/321

Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 199) / (3 × 226)} × (1 / 1.00) = 268.9 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 268.9) / (120 × (0.9 + (20.6 × 1000000 / (150 × 259.0²)))} = 1.14 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.14 × 1.16) / 12.7 = 2.70 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B2(150x300/600/300/600/300/600/300) SPAN NO. 7 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 8.2 × 1000000 / (150.0 × 259.0²) = 0.814 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.814 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 17.960 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 17.960 / 1000 = 32.65 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.65 × 1000 / (460 / 1.05) = 75 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.65 × (259.0 - 0.4518 × 17.960) / 1000 = 8.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 75 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 6.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 6.4 × 1000000 / (150.0 × 259.0²) = 0.640 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.640 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.027 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.027 / 1000 = 25.50 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 25.50 × 1000 / (460 / 1.05) = 59 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 25.50 × (259.0 - 0.4518 × 14.027) / 1000 = 6.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² License Number: Timer-SN111-C0-1 96/321

Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Compression Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Tension Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 12.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 12.2 × 1000000 / (150.0 × 259.0²) = 1.217 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.217 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 27.317 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 27.317 / 1000 = 49.66 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 49.66 × 1000 / (460 / 1.05) = 114 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 49.66 × (259.0 - 0.4518 × 27.317) / 1000 = 12.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 114 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.7 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.7 × 1000000 / (150.0 × 259.0²) = 0.963 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.963 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 21.387 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 21.387 / 1000 = 38.88 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 38.88 × 1000 / (460 / 1.05) = 89 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 38.88 × (259.0 - 0.4518 × 21.387) / 1000 = 9.7 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 89 mm² Bottom Compression Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 89 + 0 = 90 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² License Number: Timer-SN111-C0-1 97/321

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 3.2 × 1000000 / (150.0 × 259.0²) = 0.322 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.322 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.966 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.966 / 1000 = 12.66 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 12.66 × 1000 / (460 / 1.05) = 29 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 12.66 × (259.0 - 0.4518 × 6.966) / 1000 = 3.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 1 mm² Final Top Tension Steel Area Required (3D) = 59 + 0 = 59 mm² Final Bottom Compression Steel Area Required (3D) = 59 + 1 = 60 mm² Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.6 kN License Number: Timer-SN111-C0-1 98/321

Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.6 × 10³ / (0.9524 × 460) = 1 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 18.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 18.6 × 1000 / (150.0 × 259.0) = 0.48 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.48 + 0.00 = 0.48 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 17.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 17.3 × 1000 / (150.0 × 259.0) = 0.45 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 17302 × 300.0 / 12249833 = 0.42 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-409.0 / 45000.0) × 0.42 = 0.623 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -409.0 / (45000.0 × 0.63)] = 0.621 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.445 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 99/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 259.0) = 0.23 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.23 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 259.0) = 0.23 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9097 × 300.0 / 5697070 = 0.48 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-409.0 / 45000.0) × 0.48 = 0.623 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -409.0 / (45000.0 × 0.63)] = 0.621 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.234 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 100/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.1 × 1000 / (150.0 × 259.0) = 0.31 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.31 + 0.00 = 0.31 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 11.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.0 × 1000 / (150.0 × 259.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 11011 × 300.0 / 1214409 = 2.72 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-409.0 / 45000.0) × 1.00 = 0.620 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -409.0 / (45000.0 × 0.63)] = 0.621 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.283 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 License Number: Timer-SN111-C0-1 101/321

Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 8.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 75 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 75) / (3 × 226)} × (1 / 1.00) = 101.0 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 101.0) / (120 × (0.9 + (8.2 × 1000000 / (150 × 259.0²)))} = 2.38 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.16) / 12.7 = 4.74 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: 3/A-H Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3 4 5 6 7 8

A B C D E F G H

Column Beam Beam Beam Beam Beam Beam Column

Support Reaction, kN Dead Load 11.0 26.3 28.6 24.5 27.2 26.9 19.6 3.9

DETAIL CALCULATION FOR BEAM 2B3(150x300/600/300/600/300/600/300) GENERAL AND DIMENSION DATA Beam Located along grid 2/A-H Number of Span within beam = 6 Number of Section defined by user = 13 Number of Supports = 7 Beam Cantilever End = Nil. License Number: Timer-SN111-C0-1 102/321

Live Load 3.7 7.7 8.9 7.3 8.6 7.6 8.8 3.2

Section Dimension Data Span

1

2 3 4 5 6

Section 1 2 3 4 5 6 7 8 9 10 11 12 13

Length (mm) 1800 1500 1500 1800 1800 1500 1500 1800 1800 1500 1500 1800 3300

Width (mm) 150 150 150 150 150 150 150 150 150 150 150 150 150

Begin Depth (mm) 300 600 600 300 300 600 600 300 300 600 600 300 300

End Depth (mm) 300 600 600 300 300 600 600 300 300 600 600 300 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 24.9 kNm Width, b = 150.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 24.9 × 1000000 / (150.0 × 557.0²) = 0.534 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.534 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 25.050 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 25.050 / 1000 = 45.54 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 45.54 × 1000 / (460 / 1.05) = 104 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 45.54 × (557.0 - 0.4518 × 25.050) / 1000 = 24.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 20.6 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 20.6 × 1000000 / (150.0 × 257.0²) = 2.079 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.079 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 48.154 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 48.154 / 1000 = 87.54 kN License Number: Timer-SN111-C0-1 103/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 87.54 × 1000 / (460 / 1.05) = 200 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 87.54 × (257.0 - 0.4518 × 48.154) / 1000 = 20.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 200 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 16.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.4 × 1000000 / (150.0 × 259.0²) = 1.629 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.629 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 37.241 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 37.241 / 1000 = 67.70 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 67.70 × 1000 / (460 / 1.05) = 155 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 67.70 × (259.0 - 0.4518 × 37.241) / 1000 = 16.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 155 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 13.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.4 × 1000000 / (150.0 × 259.0²) = 1.333 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.333 <= 4.691 License Number: Timer-SN111-C0-1 104/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 30.053 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 30.053 / 1000 = 54.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 54.64 × 1000 / (460 / 1.05) = 125 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 54.64 × (259.0 - 0.4518 × 30.053) / 1000 = 13.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 125 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 23.4 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 23.4 × 1000000 / (150.0 × 257.0²) = 2.357 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.357 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 55.372 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 55.372 / 1000 = 100.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 100.67 × 1000 / (460 / 1.05) = 230 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 100.67 × (257.0 - 0.4518 × 55.372) / 1000 = 23.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 230 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 20.7 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 20.7 × 1000000 / (150.0 × 559.0²) = 0.441 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.441 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.698 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.698 / 1000 = 37.63 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 37.63 × 1000 / (460 / 1.05) = 86 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 37.63 × (559.0 - 0.4518 × 20.698) / 1000 = 20.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² License Number: Timer-SN111-C0-1 105/321

Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 21.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 21.6 × 1000000 / (150.0 × 559.0²) = 0.461 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.461 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 21.657 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 21.657 / 1000 = 39.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 39.37 × 1000 / (460 / 1.05) = 90 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 39.37 × (559.0 - 0.4518 × 21.657) / 1000 = 21.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 13.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 13.6 × 1000000 / (150.0 × 559.0²) = 0.290 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.290 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.544 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.544 / 1000 = 24.62 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 24.62 × 1000 / (460 / 1.05) = 57 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 24.62 × (559.0 - 0.4518 × 13.544) / 1000 = 13.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : SECTION 4 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 15.5 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm License Number: Timer-SN111-C0-1 106/321

Mu / bd² = 15.5 × 1000000 / (150.0 × 259.0²) = 1.542 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.542 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 35.108 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 35.108 / 1000 = 63.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 63.83 × 1000 / (460 / 1.05) = 146 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 63.83 × (259.0 - 0.4518 × 35.108) / 1000 = 15.5 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 146 mm²

LOCATION : SECTION 4 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 10.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 10.8 × 1000000 / (150.0 × 259.0²) = 1.069 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.069 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 23.835 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 23.835 / 1000 = 43.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 43.33 × 1000 / (460 / 1.05) = 99 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 43.33 × (259.0 - 0.4518 × 23.835) / 1000 = 10.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 99 mm²

LOCATION : SECTION 4 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 4 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 257.0 mm License Number: Timer-SN111-C0-1 107/321

Shear Stress, νss = V × 1000 / (b × d) = 21.4 × 1000 / (150.0 × 257.0) = 0.55 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.55 + 0.00 = 0.56 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.0 × 1000 / (150.0 × 257.0) = 0.52 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 1.04 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 257.0 = 1.556 (400 / d)^ ¼ = 1.117 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {1.04}⅓ × 1.117 × (1.200)⅓ / 1.25 = 0.76 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 19958 × 300.0 / 2574648 = 2.33 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.761 + 0.60 × (-35.4 / 45000.0) × 1.00 = 0.760 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.761 × √[1 + -35.4 / (45000.0 × 0.76)] = 0.760 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.518 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 (B:1800 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 6.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.5 × 1000 / (150.0 × 557.0) = 0.08 N/mm² License Number: Timer-SN111-C0-1 108/321

Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.01 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.5 × 1000 / (150.0 × 557.0) = 0.19 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.48 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.48}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.53 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.185 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 3 (B:3300 mm E:4800 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 11.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 11.5 × 1000 / (150.0 × 557.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.01 = 0.15 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² License Number: Timer-SN111-C0-1 109/321

νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.3 × 1000 / (150.0 × 557.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.48 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.48}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.53 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.147 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 4 (B:4800 mm E:6600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 25.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 25.8 × 1000 / (150.0 × 259.0) = 0.66 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.66 + 0.00 = 0.67 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 24.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² License Number: Timer-SN111-C0-1 110/321

- Clause 3.4.5.2

Shear Stress, νss = V × 1000 / (b × d) = 24.4 × 1000 / (150.0 × 259.0) = 0.63 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.629 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 6600.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 11.8 Ultimate Design Moment, Mu = 24.9 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 402)} × (1 / 1.00) = 89.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 89.3) / (120 × (0.9 + (24.9 × 1000000 / (150 × 559.0²)))} = 2.81 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.08) / 11.8 = 4.77 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 6600.0 mm, Effective Depth, d = 257.0 mm Actual Span / Effective Depth Ratio, Ar = 25.7 Ultimate Design Moment, Mu = 23.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 230 mm² License Number: Timer-SN111-C0-1 111/321

Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 230) / (3 × 402)} × (1 / 1.00) = 175.2 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 175.2) / (120 × (0.9 + (23.4 × 1000000 / (150 × 257.0²)))} = 1.32 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 257.0)) / (3 + (100 × 226 / (150.0 × 257.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.32 × 1.16) / 25.7 = 1.56 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 18.4 × 1000000 / (150.0 × 559.0²) = 0.392 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.392 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.354 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.354 / 1000 = 33.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.37 × 1000 / (460 / 1.05) = 77 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.37 × (559.0 - 0.4518 × 18.354) / 1000 = 18.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 10.1 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 10.1 × 1000000 / (150.0 × 559.0²) = 0.215 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.215 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.010 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 10.010 / 1000 = 18.20 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 18.20 × 1000 / (460 / 1.05) = 42 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 18.20 × (559.0 - 0.4518 × 10.010) / 1000 = 10.1 kNm Maximum Depth of Section = 600.0 mm License Number: Timer-SN111-C0-1 112/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 16.6 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.6 × 1000000 / (150.0 × 259.0²) = 1.651 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.651 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 37.763 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 37.763 / 1000 = 68.65 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 68.65 × 1000 / (460 / 1.05) = 157 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 68.65 × (259.0 - 0.4518 × 37.763) / 1000 = 16.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 157 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 13.6 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.6 × 1000000 / (150.0 × 259.0²) = 1.350 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.350 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 30.471 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 30.471 / 1000 = 55.40 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 55.40 × 1000 / (460 / 1.05) = 127 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 55.40 × (259.0 - 0.4518 × 30.471) / 1000 = 13.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 127 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 559.0²) = 0.079 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.079 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.655 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.655 / 1000 = 6.65 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.65 × 1000 / (460 / 1.05) = 16 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.65 × (559.0 - 0.4518 × 3.655) / 1000 = 3.7 kNm License Number: Timer-SN111-C0-1 113/321

Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 17.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 17.8 × 1000000 / (150.0 × 559.0²) = 0.380 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.380 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 17.780 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 17.780 / 1000 = 32.32 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.32 × 1000 / (460 / 1.05) = 74 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.32 × (559.0 - 0.4518 × 17.780) / 1000 = 17.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 5 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 14.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 14.3 × 1000000 / (150.0 × 259.0²) = 1.421 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.421 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 32.169 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 32.169 / 1000 = 58.48 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 58.48 × 1000 / (460 / 1.05) = 134 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 58.48 × (259.0 - 0.4518 × 32.169) / 1000 = 14.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 134 mm²

LOCATION : SECTION 5 - BOTTOM TENSION (3-D ANALYSIS RESULT) License Number: Timer-SN111-C0-1 114/321

Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 259.0²) = 0.843 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.843 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.608 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.608 / 1000 = 33.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.83 × 1000 / (460 / 1.05) = 78 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.83 × (259.0 - 0.4518 × 18.608) / 1000 = 8.5 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 78 mm²

LOCATION : SECTION 5 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 5 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 6 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 6 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 6 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 6 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 25.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 25.0 × 1000 / (150.0 × 259.0) = 0.64 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.64 + 0.00 = 0.65 N/mm² ≤ νtu (4.38 N/mm²) License Number: Timer-SN111-C0-1 115/321

Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 23.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 23.6 × 1000 / (150.0 × 259.0) = 0.61 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.608 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 259.0) = 0.43 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.43 + 0.00 = 0.43 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 116/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 259.0) = 0.43 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.428 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 10.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.8 × 1000 / (150.0 × 559.0) = 0.13 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.13 + 0.01 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.8 × 1000 / (150.0 × 559.0) = 0.13 N/mm² ≤ νMax (4.38 N/mm²) License Number: Timer-SN111-C0-1 117/321

Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.129 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 12.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.9 × 1000 / (150.0 × 559.0) = 0.15 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.15 + 0.01 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 11.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.7 × 1000 / (150.0 × 559.0) = 0.14 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 License Number: Timer-SN111-C0-1 118/321

Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.139 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 5.9 Ultimate Design Moment, Mu = 18.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.7) / (120 × (0.9 + (18.4 × 1000000 / (150 × 559.0²)))} = 2.60 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.08) / 5.9 = 9.54 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 14.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 134 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, License Number: Timer-SN111-C0-1 119/321

Equation 8

fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 134) / (3 × 226)} × (1 / 1.00) = 181.0 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 181.0) / (120 × (0.9 + (14.3 × 1000000 / (150 × 259.0²)))} = 1.61 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.61 × 1.16) / 12.7 = 3.83 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 3 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 18.4 × 1000000 / (150.0 × 559.0²) = 0.394 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.394 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.424 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.424 / 1000 = 33.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.49 × 1000 / (460 / 1.05) = 77 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.49 × (559.0 - 0.4518 × 18.424) / 1000 = 18.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 10.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 10.2 × 1000000 / (150.0 × 559.0²) = 0.217 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.217 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.077 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 10.077 / 1000 = 18.32 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 18.32 × 1000 / (460 / 1.05) = 42 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 18.32 × (559.0 - 0.4518 × 10.077) / 1000 = 10.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) License Number: Timer-SN111-C0-1 120/321

LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.7 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.7 × 1000000 / (150.0 × 559.0²) = 0.079 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.079 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.632 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.632 / 1000 = 6.60 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.60 × 1000 / (460 / 1.05) = 16 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.60 × (559.0 - 0.4518 × 3.632) / 1000 = 3.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 17.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 17.8 × 1000000 / (150.0 × 559.0²) = 0.381 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.381 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 17.806 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 17.806 / 1000 = 32.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.37 × 1000 / (460 / 1.05) = 74 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.37 × (559.0 - 0.4518 × 17.806) / 1000 = 17.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 16.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.3 × 1000000 / (150.0 × 259.0²) = 1.618 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.618 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.948 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.948 / 1000 = 67.17 kN License Number: Timer-SN111-C0-1 121/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 67.17 × 1000 / (460 / 1.05) = 154 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 67.17 × (259.0 - 0.4518 × 36.948) / 1000 = 16.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 154 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 13.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.3 × 1000000 / (150.0 × 259.0²) = 1.318 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.318 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 29.706 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 29.706 / 1000 = 54.00 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 54.00 × 1000 / (460 / 1.05) = 124 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 54.00 × (259.0 - 0.4518 × 29.706) / 1000 = 13.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 124 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 7 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 8 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 14.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 14.4 × 1000000 / (150.0 × 259.0²) = 1.435 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.435 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 32.506 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 32.506 / 1000 = 59.10 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 59.10 × 1000 / (460 / 1.05) = 135 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 59.10 × (259.0 - 0.4518 × 32.506) / 1000 = 14.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 135 mm² License Number: Timer-SN111-C0-1 122/321

LOCATION : SECTION 8 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 8.6 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 8.6 × 1000000 / (150.0 × 259.0²) = 0.854 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.854 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.881 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.881 / 1000 = 34.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 34.33 × 1000 / (460 / 1.05) = 79 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 34.33 × (259.0 - 0.4518 × 18.881) / 1000 = 8.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 79 mm²

LOCATION : SECTION 8 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 8 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 13.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.8 × 1000 / (150.0 × 559.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.01 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 123/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.6 × 1000 / (150.0 × 559.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.150 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 7.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.1 × 1000 / (150.0 × 559.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.01 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.5 × 1000 / (150.0 × 559.0) = 0.13 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 124/321

Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.125 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.2 × 1000 / (150.0 × 259.0) = 0.31 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.31 + 0.00 = 0.32 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (150.0 × 259.0) = 0.43 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm License Number: Timer-SN111-C0-1 125/321

= 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.426 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 24.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 24.9 × 1000 / (150.0 × 259.0) = 0.64 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.64 + 0.00 = 0.65 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 23.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 23.5 × 1000 / (150.0 × 259.0) = 0.61 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.606 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 126/321

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 5.9 Ultimate Design Moment, Mu = 18.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.7) / (120 × (0.9 + (18.4 × 1000000 / (150 × 559.0²)))} = 2.60 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.08) / 5.9 = 9.54 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 14.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 135 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 135) / (3 × 226)} × (1 / 1.00) = 182.9 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 182.9) / (120 × (0.9 + (14.4 × 1000000 / (150 × 259.0²)))} = 1.60 <= 2.0 New Modification Factor for Compression Reinforcement, License Number: Timer-SN111-C0-1 127/321

Equation 9

MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.60 × 1.16) / 12.7 = 3.79 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 4 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 18.6 × 1000000 / (150.0 × 559.0²) = 0.397 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.397 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.585 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.585 / 1000 = 33.79 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.79 × 1000 / (460 / 1.05) = 78 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.79 × (559.0 - 0.4518 × 18.585) / 1000 = 18.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 11.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 11.0 × 1000000 / (150.0 × 559.0²) = 0.236 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.236 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.959 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 10.959 / 1000 = 19.92 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 19.92 × 1000 / (460 / 1.05) = 46 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 19.92 × (559.0 - 0.4518 × 10.959) / 1000 = 11.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 16.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 16.3 × 1000000 / (150.0 × 259.0²) = 1.619 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.619 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.978 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.978 / 1000 = 67.23 kN License Number: Timer-SN111-C0-1 128/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 67.23 × 1000 / (460 / 1.05) = 154 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 67.23 × (259.0 - 0.4518 × 36.978) / 1000 = 16.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 154 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 13.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 13.2 × 1000000 / (150.0 × 259.0²) = 1.314 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.314 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 29.614 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 29.614 / 1000 = 53.84 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 53.84 × 1000 / (460 / 1.05) = 123 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 53.84 × (259.0 - 0.4518 × 29.614) / 1000 = 13.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 123 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.2 × 1000000 / (150.0 × 559.0²) = 0.067 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.067 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 3.120 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 3.120 / 1000 = 5.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.67 × 1000 / (460 / 1.05) = 13 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.67 × (559.0 - 0.4518 × 3.120) / 1000 = 3.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 17.9 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 17.9 × 1000000 / (150.0 × 559.0²) = 0.383 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.383 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 17.905 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 17.905 / 1000 = 32.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.55 × 1000 / (460 / 1.05) = 75 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.55 × (559.0 - 0.4518 × 17.905) / 1000 = 17.9 kNm License Number: Timer-SN111-C0-1 129/321

Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 9 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 14.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 14.4 × 1000000 / (150.0 × 259.0²) = 1.434 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.434 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 32.474 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 32.474 / 1000 = 59.04 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 59.04 × 1000 / (460 / 1.05) = 135 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 59.04 × (259.0 - 0.4518 × 32.474) / 1000 = 14.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 135 mm²

LOCATION : SECTION 9 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 9.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.2 × 1000000 / (150.0 × 259.0²) = 0.917 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.917 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.318 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.318 / 1000 = 36.94 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 36.94 × 1000 / (460 / 1.05) = 85 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 36.94 × (259.0 - 0.4518 × 20.318) / 1000 = 9.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 85 mm²

LOCATION : SECTION 9 - TOP TENSION (2-D PLAN ANALYSIS RESULT) License Number: Timer-SN111-C0-1 130/321

Use Left Support Design Calculation Above LOCATION : SECTION 9 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 10 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 10 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 10 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 10 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 24.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 24.9 × 1000 / (150.0 × 259.0) = 0.64 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.64 + 0.00 = 0.64 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 23.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 23.5 × 1000 / (150.0 × 259.0) = 0.60 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 131/321

Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.604 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.5 × 1000 / (150.0 × 259.0) = 0.42 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.42 + 0.00 = 0.43 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.5 × 1000 / (150.0 × 259.0) = 0.42 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² License Number: Timer-SN111-C0-1 132/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.424 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 10.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.8 × 1000 / (150.0 × 559.0) = 0.13 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.13 + 0.01 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.8 × 1000 / (150.0 × 559.0) = 0.13 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.128 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 133/321

LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 12.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.9 × 1000 / (150.0 × 559.0) = 0.15 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.15 + 0.01 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 11.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.6 × 1000 / (150.0 × 559.0) = 0.14 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.139 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 5.9 Ultimate Design Moment, Mu = 18.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² License Number: Timer-SN111-C0-1 134/321

Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.7) / (120 × (0.9 + (18.6 × 1000000 / (150 × 559.0²)))} = 2.60 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.08) / 5.9 = 9.54 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 14.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 135 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 135) / (3 × 226)} × (1 / 1.00) = 182.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 182.7) / (120 × (0.9 + (14.4 × 1000000 / (150 × 259.0²)))} = 1.60 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.60 × 1.16) / 12.7 = 3.80 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 5 License Number: Timer-SN111-C0-1 135/321

FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 19.3 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 19.3 × 1000000 / (150.0 × 559.0²) = 0.412 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.412 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 19.293 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 19.293 / 1000 = 35.08 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 35.08 × 1000 / (460 / 1.05) = 81 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 35.08 × (559.0 - 0.4518 × 19.293) / 1000 = 19.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 11.5 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 11.5 × 1000000 / (150.0 × 559.0²) = 0.245 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.245 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 11.423 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 11.423 / 1000 = 20.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 20.77 × 1000 / (460 / 1.05) = 48 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 20.77 × (559.0 - 0.4518 × 11.423) / 1000 = 11.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 2.8 × 1000000 / (150.0 × 559.0²) = 0.060 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.060 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 2.777 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 2.777 / 1000 = 5.05 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.05 × 1000 / (460 / 1.05) = 12 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.05 × (559.0 - 0.4518 × 2.777) / 1000 = 2.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm² Bottom Compression Steel Area Required = 117 mm²

License Number: Timer-SN111-C0-1 136/321

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 18.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 18.2 × 1000000 / (150.0 × 559.0²) = 0.389 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.389 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.213 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.213 / 1000 = 33.11 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.11 × 1000 / (460 / 1.05) = 76 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.11 × (559.0 - 0.4518 × 18.213) / 1000 = 18.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 11.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 11.0 × 1000000 / (150.0 × 259.0²) = 1.095 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.095 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 24.447 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 24.447 / 1000 = 44.44 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 44.44 × 1000 / (460 / 1.05) = 102 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 44.44 × (259.0 - 0.4518 × 24.447) / 1000 = 11.0 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 102 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.1 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.1 × 1000000 / (150.0 × 259.0²) = 0.907 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.907 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 20.079 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 20.079 / 1000 = 36.50 kN License Number: Timer-SN111-C0-1 137/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 36.50 × 1000 / (460 / 1.05) = 84 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 36.50 × (259.0 - 0.4518 × 20.079) / 1000 = 9.1 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 84 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 11 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 12 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 15.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 15.9 × 1000000 / (150.0 × 259.0²) = 1.579 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.579 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 36.002 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 36.002 / 1000 = 65.45 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 65.45 × 1000 / (460 / 1.05) = 150 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 65.45 × (259.0 - 0.4518 × 36.002) / 1000 = 15.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 150 mm²

LOCATION : SECTION 12 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 10.2 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 10.2 × 1000000 / (150.0 × 259.0²) = 1.012 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.012 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 22.507 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 22.507 / 1000 = 40.92 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 40.92 × 1000 / (460 / 1.05) = 94 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 40.92 × (259.0 - 0.4518 × 22.507) / 1000 = 10.2 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 94 mm² License Number: Timer-SN111-C0-1 138/321

LOCATION : SECTION 12 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 12 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 13.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.8 × 1000 / (150.0 × 559.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.01 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.4 × 1000 / (150.0 × 559.0) = 0.15 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² License Number: Timer-SN111-C0-1 139/321

νss = 0.148 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 7.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.0 × 1000 / (150.0 × 559.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.01 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.3 × 1000 / (150.0 × 559.0) = 0.12 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.123 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE License Number: Timer-SN111-C0-1 140/321

(B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 10.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.8 × 1000 / (150.0 × 259.0) = 0.28 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.28 + 0.00 = 0.28 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.2 × 1000 / (150.0 × 259.0) = 0.39 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.391 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 23.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm License Number: Timer-SN111-C0-1 141/321

Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 23.6 × 1000 / (150.0 × 259.0) = 0.61 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.61 + 0.00 = 0.61 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 22.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 22.2 × 1000 / (150.0 × 259.0) = 0.57 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.570 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 5.9 Ultimate Design Moment, Mu = 19.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) License Number: Timer-SN111-C0-1 142/321

Equation 8

= {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.7) / (120 × (0.9 + (19.3 × 1000000 / (150 × 559.0²)))} = 2.57 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.08) / 5.9 = 9.54 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 15.9 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 150 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 150) / (3 × 226)} × (1 / 1.00) = 202.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 202.5) / (120 × (0.9 + (15.9 × 1000000 / (150 × 259.0²)))} = 1.47 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.47 × 1.16) / 12.7 = 3.49 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B3(150x300/600/300/600/300/600/300) SPAN NO. 6 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 9.7 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.7 × 1000000 / (150.0 × 259.0²) = 0.967 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.967 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 143/321

Concrete Neutral Axis, x = 21.464 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 21.464 / 1000 = 39.02 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 39.02 × 1000 / (460 / 1.05) = 90 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 39.02 × (259.0 - 0.4518 × 21.464) / 1000 = 9.7 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 90 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 7.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 7.4 × 1000000 / (150.0 × 259.0²) = 0.739 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.739 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.254 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.254 / 1000 = 29.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.55 × 1000 / (460 / 1.05) = 68 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.55 × (259.0 - 0.4518 × 16.254) / 1000 = 7.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 68 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 10.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 10.9 × 1000000 / (150.0 × 259.0²) = 1.083 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.083 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 24.166 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 24.166 / 1000 = 43.93 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 43.93 × 1000 / (460 / 1.05) = 101 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 43.93 × (259.0 - 0.4518 × 24.166) / 1000 = 10.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 101 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 9.0 × 1000000 / (150.0 × 259.0²) = 0.899 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.899 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 19.912 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 19.912 / 1000 = 36.20 kN License Number: Timer-SN111-C0-1 144/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 36.20 × 1000 / (460 / 1.05) = 83 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 36.20 × (259.0 - 0.4518 × 19.912) / 1000 = 9.0 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 83 mm² Bottom Compression Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.1 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 2.1 × 1000000 / (150.0 × 259.0²) = 0.207 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.207 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.448 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 4.448 / 1000 = 8.09 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.09 × 1000 / (460 / 1.05) = 19 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.09 × (259.0 - 0.4518 × 4.448) / 1000 = 2.1 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² Bottom Compression Steel Area Required = 59 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² License Number: Timer-SN111-C0-1 145/321

Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 19.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 19.3 × 1000 / (150.0 × 259.0) = 0.50 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.50 + 0.00 = 0.50 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 17.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 17.9 × 1000 / (150.0 × 259.0) = 0.46 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.461 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 146/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 259.0) = 0.23 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.23 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 259.0) = 0.23 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.233 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 13.6 kN License Number: Timer-SN111-C0-1 147/321

Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.6 × 1000 / (150.0 × 259.0) = 0.35 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.35 + 0.00 = 0.35 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.4 × 1000 / (150.0 × 259.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.320 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 12.7 Ultimate Design Moment, Mu = 9.7 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 90 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 License Number: Timer-SN111-C0-1 148/321

- Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 90) / (3 × 226)} × (1 / 1.00) = 120.8 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 120.8) / (120 × (0.9 + (9.7 × 1000000 / (150 × 259.0²)))} = 2.14 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.16) / 12.7 = 4.74 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: 2/A-H Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3 4 5 6 7

A C D E F G H

Beam Beam Beam Beam Beam Beam Column

Support Reaction, kN Dead Load 10.0 23.2 6.7 22.4 7.1 17.7 4.5

Live Load 3.6 8.0 3.8 7.8 3.8 8.8 3.6

DETAIL CALCULATION FOR BEAM 2B4(150x350) GENERAL AND DIMENSION DATA Beam Located along grid 1/A-H Number of Span within beam = 7 Number of Section defined by user = 13 Number of Supports = 8 Beam Cantilever End = Nil. Section Dimension Data Span 1 2 3 4 5 6

Section 1 2 3 4 5 6 7 8 9 10 11

License Number: Timer-SN111-C0-1 149/321

Length (mm) 1800 1500 1500 1800 1800 1500 1500 1800 1800 1500 1500

Width (mm) 150 150 150 150 150 150 150 150 150 150 150

Begin Depth (mm) 350 350 350 350 350 350 350 350 350 350 350

End Depth (mm) 350 350 350 350 350 350 350 350 350 350 350

7

12 13

1800 3300

150 150

350 350

350 350

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B4(150x350) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 9.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.9 × 1000000 / (150.0 × 309.0²) = 0.688 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.688 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.011 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.011 / 1000 = 32.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.74 × 1000 / (460 / 1.05) = 75 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.74 × (309.0 - 0.4518 × 18.011) / 1000 = 9.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 75 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 9.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.0 × 1000000 / (150.0 × 309.0²) = 0.626 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.626 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.362 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.362 / 1000 = 29.75 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.75 × 1000 / (460 / 1.05) = 68 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.75 × (309.0 - 0.4518 × 16.362) / 1000 = 9.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm License Number: Timer-SN111-C0-1 150/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 10.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 10.3 × 1000000 / (150.0 × 309.0²) = 0.719 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.719 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.858 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.858 / 1000 = 34.28 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 34.28 × 1000 / (460 / 1.05) = 79 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 34.28 × (309.0 - 0.4518 × 18.858) / 1000 = 10.3 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 79 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 10.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 10.0 × 1000000 / (150.0 × 309.0²) = 0.696 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.696 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.221 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.221 / 1000 = 33.13 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.13 × 1000 / (460 / 1.05) = 76 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.13 × (309.0 - 0.4518 × 18.221) / 1000 = 10.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 76 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above License Number: Timer-SN111-C0-1 151/321

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 9.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.9 × 1000000 / (150.0 × 309.0²) = 0.688 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.688 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.011 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.011 / 1000 = 32.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.74 × 1000 / (460 / 1.05) = 75 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.74 × (309.0 - 0.4518 × 18.011) / 1000 = 9.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 75 mm²

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 9.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.0 × 1000000 / (150.0 × 309.0²) = 0.627 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.627 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.377 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.377 / 1000 = 29.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.77 × 1000 / (460 / 1.05) = 68 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.77 × (309.0 - 0.4518 × 16.377) / 1000 = 9.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION License Number: Timer-SN111-C0-1 152/321

LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.8 × 1000 / (150.0 × 309.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.00 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.2 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.199 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 5.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm License Number: Timer-SN111-C0-1 153/321

Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 5.5 × 1000 / (150.0 × 309.0) = 0.12 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.12 + 0.00 = 0.12 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 5.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 5.5 × 1000 / (150.0 × 309.0) = 0.12 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.118 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 11.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 11.1 × 1000 / (150.0 × 309.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 License Number: Timer-SN111-C0-1 154/321

Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 11.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.1 × 1000 / (150.0 × 309.0) = 0.24 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.238 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 17.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 17.7 × 1000 / (150.0 × 309.0) = 0.38 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.38 + 0.00 = 0.38 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² License Number: Timer-SN111-C0-1 155/321

νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 17.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 17.1 × 1000 / (150.0 × 309.0) = 0.37 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.369 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 9.9 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 75 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 75) / (3 × 226)} × (1 / 1.00) = 101.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 101.3) / (120 × (0.9 + (9.9 × 1000000 / (150 × 309.0²)))} = 2.52 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 License Number: Timer-SN111-C0-1 156/321

Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.1 × 1000000 / (150.0 × 309.0²) = 0.563 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.563 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.673 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.673 / 1000 = 26.68 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.68 × 1000 / (460 / 1.05) = 61 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.68 × (309.0 - 0.4518 × 14.673) / 1000 = 8.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 6.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.8 × 1000000 / (150.0 × 309.0²) = 0.477 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.477 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.375 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.375 / 1000 = 22.50 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.50 × 1000 / (460 / 1.05) = 52 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.50 × (309.0 - 0.4518 × 12.375) / 1000 = 6.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 10.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 10.1 × 1000000 / (150.0 × 309.0²) = 0.703 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.703 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.428 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 18.428 / 1000 = 33.50 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.50 × 1000 / (460 / 1.05) = 77 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.50 × (309.0 - 0.4518 × 18.428) / 1000 = 10.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² License Number: Timer-SN111-C0-1 157/321

Top Tension Steel Area Required = 77 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 9.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.1 × 1000000 / (150.0 × 309.0²) = 0.635 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.635 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.585 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.585 / 1000 = 30.15 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 30.15 × 1000 / (460 / 1.05) = 69 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 30.15 × (309.0 - 0.4518 × 16.585) / 1000 = 9.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.4 × 1000000 / (150.0 × 309.0²) = 0.583 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.583 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.209 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.209 / 1000 = 27.65 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.65 × 1000 / (460 / 1.05) = 64 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.65 × (309.0 - 0.4518 × 15.209) / 1000 = 8.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.6 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.6 × 1000000 / (150.0 × 309.0²) = 0.529 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.529 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.771 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.771 / 1000 = 25.04 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 25.04 × 1000 / (460 / 1.05) = 58 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 25.04 × (309.0 - 0.4518 × 13.771) / 1000 = 7.6 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm² License Number: Timer-SN111-C0-1 158/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 4 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.1 × 1000000 / (150.0 × 309.0²) = 0.563 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.563 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.673 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.673 / 1000 = 26.68 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.68 × 1000 / (460 / 1.05) = 61 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.68 × (309.0 - 0.4518 × 14.673) / 1000 = 8.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 4 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 6.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.8 × 1000000 / (150.0 × 309.0²) = 0.476 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.476 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.370 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.370 / 1000 = 22.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.49 × 1000 / (460 / 1.05) = 52 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.49 × (309.0 - 0.4518 × 12.370) / 1000 = 6.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 4 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 4 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above License Number: Timer-SN111-C0-1 159/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.3 × 1000 / (150.0 × 309.0) = 0.35 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.35 + 0.00 = 0.35 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.7 × 1000 / (150.0 × 309.0) = 0.34 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 15694 × 350.0 / 10073309 = 0.55 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-113.2 / 52500.0) × 0.55 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -113.2 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² License Number: Timer-SN111-C0-1 160/321

νss = 0.339 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.9 × 1000 / (150.0 × 309.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.00 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.9 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9871 × 350.0 / 8065820 = 0.43 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-113.2 / 52500.0) × 0.43 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -113.2 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.213 < νc' + 0.4, Provides only minimum link License Number: Timer-SN111-C0-1 161/321

Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.3 × 1000 / (150.0 × 309.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.00 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.4 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9445 × 350.0 / 2318234 = 1.43 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-82.8 / 52500.0) × 1.00 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -82.8 / (52500.0 × 0.56)] = 0.563 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.204 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² License Number: Timer-SN111-C0-1 162/321

Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 13.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.8 × 1000 / (150.0 × 309.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.00 = 0.30 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 13.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 13.2 × 1000 / (150.0 × 309.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 13196 × 350.0 / 8354128 = 0.55 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-82.8 / 52500.0) × 0.55 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -82.8 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.285 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 163/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 8.1 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.9 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.9) / (120 × (0.9 + (8.1 × 1000000 / (150 × 309.0²)))} = 2.74 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 3 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.3 × 1000000 / (150.0 × 309.0²) = 0.577 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.577 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.036 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.036 / 1000 = 27.34 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.34 × 1000 / (460 / 1.05) = 63 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.34 × (309.0 - 0.4518 × 15.036) / 1000 = 8.3 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

License Number: Timer-SN111-C0-1 164/321

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 7.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.0 × 1000000 / (150.0 × 309.0²) = 0.492 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.492 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.779 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.779 / 1000 = 23.23 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.23 × 1000 / (460 / 1.05) = 54 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.23 × (309.0 - 0.4518 × 12.779) / 1000 = 7.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.4 × 1000000 / (150.0 × 309.0²) = 0.586 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.586 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.289 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.289 / 1000 = 27.80 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.80 × 1000 / (460 / 1.05) = 64 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.80 × (309.0 - 0.4518 × 15.289) / 1000 = 8.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.4 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.4 × 1000000 / (150.0 × 309.0²) = 0.515 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.515 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.393 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.393 / 1000 = 24.35 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 24.35 × 1000 / (460 / 1.05) = 56 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 24.35 × (309.0 - 0.4518 × 13.393) / 1000 = 7.4 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) License Number: Timer-SN111-C0-1 165/321

LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.9 × 1000000 / (150.0 × 309.0²) = 0.619 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.619 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.170 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.170 / 1000 = 29.40 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.40 × 1000 / (460 / 1.05) = 68 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.40 × (309.0 - 0.4518 × 16.170) / 1000 = 8.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 8.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.1 × 1000000 / (150.0 × 309.0²) = 0.567 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.567 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.776 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.776 / 1000 = 26.86 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.86 × 1000 / (460 / 1.05) = 62 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.86 × (309.0 - 0.4518 × 14.776) / 1000 = 8.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 5 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 5 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 5 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 5 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 6 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.3 × 1000000 / (150.0 × 309.0²) = 0.577 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.577 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 166/321

Concrete Neutral Axis, x = 15.036 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.036 / 1000 = 27.34 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.34 × 1000 / (460 / 1.05) = 63 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.34 × (309.0 - 0.4518 × 15.036) / 1000 = 8.3 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 6 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 7.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.0 × 1000000 / (150.0 × 309.0²) = 0.492 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.492 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.784 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.784 / 1000 = 23.24 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.24 × 1000 / (460 / 1.05) = 54 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.24 × (309.0 - 0.4518 × 12.784) / 1000 = 7.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 6 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 6 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 13.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.9 × 1000 / (150.0 × 309.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² License Number: Timer-SN111-C0-1 167/321

Total Stress, νTot = νss + νst = 0.30 + 0.00 = 0.30 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 13.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 13.3 × 1000 / (150.0 × 309.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.288 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 309.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.00 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² License Number: Timer-SN111-C0-1 168/321

Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.207 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 309.0) = 0.20 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.20 + 0.00 = 0.20 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² License Number: Timer-SN111-C0-1 169/321

- Clause 3.4.5.2

Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.197 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 15.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 15.6 × 1000 / (150.0 × 309.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.00 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.0 × 1000 / (150.0 × 309.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 License Number: Timer-SN111-C0-1 170/321

Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.323 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 8.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.5 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.5) / (120 × (0.9 + (8.3 × 1000000 / (150 × 309.0²)))} = 2.72 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 4 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.2 × 1000000 / (150.0 × 309.0²) = 0.572 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.572 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.904 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.904 / 1000 = 27.10 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.10 × 1000 / (460 / 1.05) = 62 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.10 × (309.0 - 0.4518 × 14.904) / 1000 = 8.2 kNm License Number: Timer-SN111-C0-1 171/321

Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 6.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.9 × 1000000 / (150.0 × 309.0²) = 0.484 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.484 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.559 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.559 / 1000 = 22.83 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.83 × 1000 / (460 / 1.05) = 53 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.83 × (309.0 - 0.4518 × 12.559) / 1000 = 6.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.9 × 1000000 / (150.0 × 309.0²) = 0.624 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.624 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.285 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.285 / 1000 = 29.61 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.61 × 1000 / (460 / 1.05) = 68 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.61 × (309.0 - 0.4518 × 16.285) / 1000 = 8.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.7 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.7 × 1000000 / (150.0 × 309.0²) = 0.541 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.541 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.076 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.076 / 1000 = 25.59 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 25.59 × 1000 / (460 / 1.05) = 59 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 25.59 × (309.0 - 0.4518 × 14.076) / 1000 = 7.7 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² License Number: Timer-SN111-C0-1 172/321

Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 309.0²) = 0.594 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.594 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.492 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.492 / 1000 = 28.16 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.16 × 1000 / (460 / 1.05) = 65 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.16 × (309.0 - 0.4518 × 15.492) / 1000 = 8.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.8 × 1000000 / (150.0 × 309.0²) = 0.545 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.545 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.194 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.194 / 1000 = 25.81 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 25.81 × 1000 / (460 / 1.05) = 59 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 25.81 × (309.0 - 0.4518 × 14.194) / 1000 = 7.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 7 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 7 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above License Number: Timer-SN111-C0-1 173/321

LOCATION : SECTION 8 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.2 × 1000000 / (150.0 × 309.0²) = 0.572 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.572 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.904 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.904 / 1000 = 27.10 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.10 × 1000 / (460 / 1.05) = 62 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.10 × (309.0 - 0.4518 × 14.904) / 1000 = 8.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 8 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 6.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.9 × 1000000 / (150.0 × 309.0²) = 0.483 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.483 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.553 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.553 / 1000 = 22.82 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.82 × 1000 / (460 / 1.05) = 53 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.82 × (309.0 - 0.4518 × 12.553) / 1000 = 6.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 8 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 8 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 15.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm License Number: Timer-SN111-C0-1 174/321

Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 15.6 × 1000 / (150.0 × 309.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.00 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.0 × 1000 / (150.0 × 309.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 14954 × 350.0 / 8930453 = 0.59 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-14.4 / 52500.0) × 0.59 = 0.564 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -14.4 / (52500.0 × 0.56)] = 0.564 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.323 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm License Number: Timer-SN111-C0-1 175/321

Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 309.0) = 0.20 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.20 + 0.00 = 0.20 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9117 × 350.0 / 8190078 = 0.39 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-14.4 / 52500.0) × 0.39 = 0.564 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -14.4 / (52500.0 × 0.56)] = 0.564 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.197 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² License Number: Timer-SN111-C0-1 176/321

Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.5 × 1000 / (150.0 × 309.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.00 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.207 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 14.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 14.0 × 1000 / (150.0 × 309.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.00 = 0.30 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass License Number: Timer-SN111-C0-1 177/321

Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 13.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 13.4 × 1000 / (150.0 × 309.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.288 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 8.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.6 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.6) / (120 × (0.9 + (8.2 × 1000000 / (150 × 309.0²)))} = 2.73 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} License Number: Timer-SN111-C0-1 178/321

= 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 5 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.2 × 1000000 / (150.0 × 309.0²) = 0.575 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.575 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.991 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.991 / 1000 = 27.25 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.25 × 1000 / (460 / 1.05) = 63 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.25 × (309.0 - 0.4518 × 14.991) / 1000 = 8.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 7.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.1 × 1000000 / (150.0 × 309.0²) = 0.496 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.496 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.881 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.881 / 1000 = 23.42 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.42 × 1000 / (460 / 1.05) = 54 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.42 × (309.0 - 0.4518 × 12.881) / 1000 = 7.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 309.0²) = 0.592 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.592 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.443 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.443 / 1000 = 28.08 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.08 × 1000 / (460 / 1.05) = 65 mm² License Number: Timer-SN111-C0-1 179/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.08 × (309.0 - 0.4518 × 15.443) / 1000 = 8.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.5 × 1000000 / (150.0 × 309.0²) = 0.521 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.521 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.555 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.555 / 1000 = 24.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 24.64 × 1000 / (460 / 1.05) = 57 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 24.64 × (309.0 - 0.4518 × 13.555) / 1000 = 7.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 9.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.0 × 1000000 / (150.0 × 309.0²) = 0.630 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.630 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.465 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.465 / 1000 = 29.93 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 29.93 × 1000 / (460 / 1.05) = 69 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 29.93 × (309.0 - 0.4518 × 16.465) / 1000 = 9.0 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 8.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.3 × 1000000 / (150.0 × 309.0²) = 0.581 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.581 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.142 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.142 / 1000 = 27.53 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.53 × 1000 / (460 / 1.05) = 63 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.53 × (309.0 - 0.4518 × 15.142) / 1000 = 8.3 kNm Maximum Depth of Section = 350.0 mm License Number: Timer-SN111-C0-1 180/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 9 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 9 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 9 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 9 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 10 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.2 × 1000000 / (150.0 × 309.0²) = 0.575 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.575 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.991 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.991 / 1000 = 27.25 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 27.25 × 1000 / (460 / 1.05) = 63 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 27.25 × (309.0 - 0.4518 × 14.991) / 1000 = 8.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 10 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 7.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.1 × 1000000 / (150.0 × 309.0²) = 0.496 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.496 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.887 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.887 / 1000 = 23.43 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.43 × 1000 / (460 / 1.05) = 54 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.43 × (309.0 - 0.4518 × 12.887) / 1000 = 7.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 10 - TOP TENSION (2-D PLAN ANALYSIS RESULT) License Number: Timer-SN111-C0-1 181/321

Use Right Support Design Calculation Above LOCATION : SECTION 10 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 14.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 14.0 × 1000 / (150.0 × 309.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.00 = 0.30 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 13.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 13.4 × 1000 / (150.0 × 309.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.289 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 182/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 309.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.00 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.208 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1800 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm License Number: Timer-SN111-C0-1 183/321

Shear at Location of Maximum Torsion, V = 9.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.2 × 1000 / (150.0 × 309.0) = 0.20 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.20 + 0.00 = 0.20 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.2 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.199 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 15.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm License Number: Timer-SN111-C0-1 184/321

Shear Stress, νss = V × 1000 / (b × d) = 15.7 × 1000 / (150.0 × 309.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.00 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.1 × 1000 / (150.0 × 309.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.325 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 8.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.5 N/mm²

Equation 8

Modification Factor for Tension Reinforcement,

Equation 7

License Number: Timer-SN111-C0-1 185/321

MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.5) / (120 × (0.9 + (8.2 × 1000000 / (150 × 309.0²)))} = 2.72 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 6 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 309.0²) = 0.597 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.597 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.564 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.564 / 1000 = 28.30 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.30 × 1000 / (460 / 1.05) = 65 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.30 × (309.0 - 0.4518 × 15.564) / 1000 = 8.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 7.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.2 × 1000000 / (150.0 × 309.0²) = 0.503 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.503 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.085 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.085 / 1000 = 23.79 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.79 × 1000 / (460 / 1.05) = 55 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.79 × (309.0 - 0.4518 × 13.085) / 1000 = 7.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 9.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 9.2 × 1000000 / (150.0 × 309.0²) = 0.640 N/mm² License Number: Timer-SN111-C0-1 186/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.640 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.733 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 16.733 / 1000 = 30.42 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 30.42 × 1000 / (460 / 1.05) = 70 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 30.42 × (309.0 - 0.4518 × 16.733) / 1000 = 9.2 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 70 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 7.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.9 × 1000000 / (150.0 × 309.0²) = 0.552 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.552 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 14.373 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 14.373 / 1000 = 26.13 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 26.13 × 1000 / (460 / 1.05) = 60 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 26.13 × (309.0 - 0.4518 × 14.373) / 1000 = 7.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 7.3 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.3 × 1000000 / (150.0 × 309.0²) = 0.512 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.512 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.311 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.311 / 1000 = 24.20 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 24.20 × 1000 / (460 / 1.05) = 56 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 24.20 × (309.0 - 0.4518 × 13.311) / 1000 = 7.3 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 6.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.9 × 1000000 / (150.0 × 309.0²) = 0.481 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.481 <= 4.691 License Number: Timer-SN111-C0-1 187/321

Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 12.491 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 12.491 / 1000 = 22.71 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 22.71 × 1000 / (460 / 1.05) = 52 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 22.71 × (309.0 - 0.4518 × 12.491) / 1000 = 6.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 11 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 11 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 12 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 8.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 8.5 × 1000000 / (150.0 × 309.0²) = 0.597 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.597 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 15.564 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 15.564 / 1000 = 28.30 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.30 × 1000 / (460 / 1.05) = 65 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.30 × (309.0 - 0.4518 × 15.564) / 1000 = 8.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 12 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 7.2 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 7.2 × 1000000 / (150.0 × 309.0²) = 0.503 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.503 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 13.079 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 13.079 / 1000 = 23.78 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 23.78 × 1000 / (460 / 1.05) = 55 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 23.78 × (309.0 - 0.4518 × 13.079) / 1000 = 7.2 kNm Maximum Depth of Section = 350.0 mm License Number: Timer-SN111-C0-1 188/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SECTION 12 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 12 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.0 × 1000 / (150.0 × 309.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.00 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 15.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 15.4 × 1000 / (150.0 × 309.0) = 0.33 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 License Number: Timer-SN111-C0-1 189/321

Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 15371 × 350.0 / 9170197 = 0.59 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-85.2 / 52500.0) × 0.59 = 0.563 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -85.2 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.332 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:825 mm E:1500 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.5 × 1000 / (150.0 × 309.0) = 0.21 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.21 + 0.00 = 0.21 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.5 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 License Number: Timer-SN111-C0-1 190/321

Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9524 × 350.0 / 8544260 = 0.39 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-85.2 / 52500.0) × 0.39 = 0.564 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -85.2 / (52500.0 × 0.56)] = 0.563 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.205 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:1500 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.1 × 1000 / (150.0 × 309.0) = 0.13 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.13 + 0.00 = 0.13 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.3 × 1000 / (150.0 × 309.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm License Number: Timer-SN111-C0-1 191/321

= 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9256 × 350.0 / 2823863 = 1.15 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-40.8 / 52500.0) × 1.00 = 0.564 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -40.8 / (52500.0 × 0.56)] = 0.564 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.200 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 13.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.6 × 1000 / (150.0 × 309.0) = 0.29 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.29 + 0.00 = 0.29 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 13.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 13.0 × 1000 / (150.0 × 309.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² License Number: Timer-SN111-C0-1 192/321

Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 13007 × 350.0 / 7331838 = 0.62 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-40.8 / 52500.0) × 0.62 = 0.564 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -40.8 / (52500.0 × 0.56)] = 0.564 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.281 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 8.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 92.8 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 92.8) / (120 × (0.9 + (8.5 × 1000000 / (150 × 309.0²)))} = 2.69 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B4(150x350) SPAN NO. 7 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.1 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 4.1 × 1000000 / (150.0 × 309.0²) = 0.284 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.284 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 193/321

Concrete Neutral Axis, x = 7.314 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 7.314 / 1000 = 13.30 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 13.30 × 1000 / (460 / 1.05) = 31 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 13.30 × (309.0 - 0.4518 × 7.314) / 1000 = 4.1 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 3.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 3.5 × 1000000 / (150.0 × 309.0²) = 0.247 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.247 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 6.351 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 6.351 / 1000 = 11.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 11.55 × 1000 / (460 / 1.05) = 27 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 11.55 × (309.0 - 0.4518 × 6.351) / 1000 = 3.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Compression Steel Area Required = 69 mm² Bottom Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 6.5 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 6.5 × 1000000 / (150.0 × 309.0²) = 0.452 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.452 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 11.734 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 11.734 / 1000 = 21.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 21.33 × 1000 / (460 / 1.05) = 49 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 21.33 × (309.0 - 0.4518 × 11.734) / 1000 = 6.5 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 5.9 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 5.9 × 1000000 / (150.0 × 309.0²) = 0.410 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.410 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.606 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 10.606 / 1000 = 19.28 kN License Number: Timer-SN111-C0-1 194/321

Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 19.28 × 1000 / (460 / 1.05) = 45 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 19.28 × (309.0 - 0.4518 × 10.606) / 1000 = 5.9 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.8 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.8 × 1000000 / (150.0 × 309.0²) = 0.057 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.057 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.459 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 1.459 / 1000 = 2.65 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.65 × 1000 / (460 / 1.05) = 7 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.65 × (309.0 - 0.4518 × 1.459) / 1000 = 0.8 kNm Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² Top Tension Steel Area Required = 69 mm² Bottom Compression Steel Area Required = 69 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 309.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 309.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 350.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 350.0 = 69 mm² License Number: Timer-SN111-C0-1 195/321

Top Tension Steel Area Required = 69 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:825 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 10.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.3 × 1000 / (150.0 × 309.0) = 0.22 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.22 + 0.00 = 0.22 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.7 × 1000 / (150.0 × 309.0) = 0.21 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9675 × 350.0 / 6478642 = 0.52 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-327.7 / 52500.0) × 0.52 = 0.562 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -327.7 / (52500.0 × 0.56)] = 0.561 N/mm² License Number: Timer-SN111-C0-1 196/321

Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.209 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:825 mm E:2475 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 5.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 5.0 × 1000 / (150.0 × 309.0) = 0.11 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.11 + 0.00 = 0.11 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 5.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 5.0 × 1000 / (150.0 × 309.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 4957 × 350.0 / 2274932 = 0.76 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-327.7 / 52500.0) × 0.76 = 0.561 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -327.7 / (52500.0 × 0.56)] = 0.561 N/mm² Select νc2' as νc' for design License Number: Timer-SN111-C0-1 197/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.107 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2475 mm E:3300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 350 - 2 × 29 - 6 = 286 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 286 mm Section Dimension: Dmin = 150.0 mm, Dmax = 350.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 309.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.4 × 1000 / (150.0 × 309.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.00 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 286.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 286.0 / 550 = 2.28 N/mm² νst = 0.00 N/mm² ≤ 2.28 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 5.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 5.8 × 1000 / (150.0 × 309.0) = 0.12 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.49 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 309.0 = 1.294 (400 / d)^ ¼ = 1.067 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.49}⅓ × 1.067 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 5752 × 350.0 / 628284 = 3.20 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.564 + 0.60 × (-327.7 / 52500.0) × 1.00 = 0.560 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.564 × √[1 + -327.7 / (52500.0 × 0.56)] = 0.561 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design License Number: Timer-SN111-C0-1 198/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.124 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3300.0 mm, Effective Depth, d = 309.0 mm Actual Span / Effective Depth Ratio, Ar = 10.7 Ultimate Design Moment, Mu = 4.1 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 69 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 69) / (3 × 226)} × (1 / 1.00) = 93.5 N/mm²

Equation 8

Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 93.5) / (120 × (0.9 + (4.1 × 1000000 / (150 × 309.0²)))} = 3.25 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 309.0)) / (3 + (100 × 226 / (150.0 × 309.0)))} = 1.14 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.14) / 10.7 = 5.55 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: 1/A-H Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3 4 5 6 7 8

A B C D E F G H

Column Column Column Column Column Column Column Column

Support Reaction, kN Dead Load 4.8 17.3 13.5 15.4 13.7 15.8 11.4 2.7

DETAIL CALCULATION FOR BEAM 2B5(300x600) License Number: Timer-SN111-C0-1 199/321

Live Load 1.6 5.4 4.4 4.8 4.5 4.9 4.3 1.3

GENERAL AND DIMENSION DATA Beam Located along grid A/4-1 Number of Span within beam = 2 Number of Section defined by user = 3 Number of Supports = 3 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2 3

2

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B5(300x600) SPAN NO. 1 Deflection check bypassed

FLEXURAL DESIGN CALCULATION LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 1.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.6 × 1000000 / (300.0 × 559.0²) = 0.017 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.017 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.804 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.804 / 1000 = 2.92 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.92 × 1000 / (460 / 1.05) = 7 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.92 × (559.0 - 0.4518 × 0.804) / 1000 = 1.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 1.3 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.3 × 1000000 / (300.0 × 559.0²) = 0.014 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.014 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.638 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.638 / 1000 = 2.32 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.32 × 1000 / (460 / 1.05) = 6 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.32 × (559.0 - 0.4518 × 0.638) / 1000 = 1.3 kNm License Number: Timer-SN111-C0-1 200/321

Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 21.7 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 21.7 × 1000000 / (300.0 × 559.0²) = 0.231 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.231 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.757 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 10.757 / 1000 = 39.11 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 39.11 × 1000 / (460 / 1.05) = 90 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 39.11 × (559.0 - 0.4518 × 10.757) / 1000 = 21.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 18.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 18.6 × 1000000 / (300.0 × 559.0²) = 0.198 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.198 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 9.205 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 9.205 / 1000 = 33.47 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 33.47 × 1000 / (460 / 1.05) = 77 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 33.47 × (559.0 - 0.4518 × 9.205) / 1000 = 18.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 10.4 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 10.4 × 1000000 / (300.0 × 559.0²) = 0.111 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.111 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 5.163 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 5.163 / 1000 = 18.77 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 18.77 × 1000 / (460 / 1.05) = 43 mm² License Number: Timer-SN111-C0-1 201/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 18.77 × (559.0 - 0.4518 × 5.163) / 1000 = 10.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 8.3 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 8.3 × 1000000 / (300.0 × 559.0²) = 0.089 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.089 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 4.097 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 4.097 / 1000 = 14.90 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 14.90 × 1000 / (460 / 1.05) = 35 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 14.90 × (559.0 - 0.4518 × 4.097) / 1000 = 8.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:400 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 11.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 11.3 × 1000 / (300.0 × 559.0) = 0.07 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.07 + 0.00 = 0.07 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 202/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 11.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.9 × 1000 / (300.0 × 559.0) = 0.07 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 11883 × 600.0 / 1632721 = 4.37 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-117.0 / 180000.0) × 1.00 = 0.394 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -117.0 / (180000.0 × 0.39)] = 0.394 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.071 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:400 mm E:1200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 14.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 14.8 × 1000 / (300.0 × 559.0) = 0.09 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.09 + 0.00 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 License Number: Timer-SN111-C0-1 203/321

Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 14.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 14.8 × 1000 / (300.0 × 559.0) = 0.09 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 14846 × 600.0 / 10449439 = 0.85 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-117.0 / 180000.0) × 0.85 = 0.394 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -117.0 / (180000.0 × 0.39)] = 0.394 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.089 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:1200 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 19.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 19.7 × 1000 / (300.0 × 559.0) = 0.12 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.12 + 0.00 = 0.12 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² License Number: Timer-SN111-C0-1 204/321

Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.9 × 1000 / (300.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 18928 × 600.0 / 21674413 = 0.52 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-117.0 / 180000.0) × 0.52 = 0.394 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -117.0 / (180000.0 × 0.39)] = 0.394 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.113 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN No Sagging Moment on Span, No Deflection Check is Proceeded. Deflection check is not required for this span due to reverse behaviour which may be caused by uplift effect or short span.

BEAM 2B5(300x600) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 36.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 36.6 × 1000000 / (300.0 × 559.0²) = 0.391 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.391 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.286 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 18.286 / 1000 = 66.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 66.49 × 1000 / (460 / 1.05) = 152 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 66.49 × (559.0 - 0.4518 × 18.286) / 1000 = 36.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 35.8 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 35.8 × 1000000 / (300.0 × 559.0²) = 0.382 N/mm² License Number: Timer-SN111-C0-1 205/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.382 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 17.877 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 17.877 / 1000 = 65.00 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 65.00 × 1000 / (460 / 1.05) = 149 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 65.00 × (559.0 - 0.4518 × 17.877) / 1000 = 35.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.7 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 20.7 × 1000000 / (300.0 × 559.0²) = 0.221 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.221 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 10.287 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 10.287 / 1000 = 37.41 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 37.41 × 1000 / (460 / 1.05) = 86 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 37.41 × (559.0 - 0.4518 × 10.287) / 1000 = 20.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 17.9 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 17.9 × 1000000 / (300.0 × 559.0²) = 0.191 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.191 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 8.864 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 8.864 / 1000 = 32.23 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 32.23 × 1000 / (460 / 1.05) = 74 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 32.23 × (559.0 - 0.4518 × 8.864) / 1000 = 17.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm License Number: Timer-SN111-C0-1 206/321

Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 36.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 36.6 × 1000000 / (300.0 × 559.0²) = 0.391 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.391 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 18.286 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 18.286 / 1000 = 66.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 66.49 × 1000 / (460 / 1.05) = 152 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 66.49 × (559.0 - 0.4518 × 18.286) / 1000 = 36.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 35.8 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 35.8 × 1000000 / (300.0 × 559.0²) = 0.382 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.382 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 207/321

Concrete Neutral Axis, x = 17.876 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 17.876 / 1000 = 65.00 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 65.00 × 1000 / (460 / 1.05) = 149 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 65.00 × (559.0 - 0.4518 × 17.876) / 1000 = 35.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 28.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 28.7 × 1000 / (300.0 × 559.0) = 0.17 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.17 + 0.00 = 0.17 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 27.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 27.9 × 1000 / (300.0 × 559.0) = 0.17 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 208/321

Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.166 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 19.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 19.1 × 1000 / (300.0 × 559.0) = 0.11 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.11 + 0.00 = 0.11 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 19.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 19.1 × 1000 / (300.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² License Number: Timer-SN111-C0-1 209/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.114 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.6 × 1000 / (300.0 × 559.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.00 = 0.08 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 14.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 14.8 × 1000 / (300.0 × 559.0) = 0.09 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.088 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm License Number: Timer-SN111-C0-1 210/321

LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 24.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 24.1 × 1000 / (300.0 × 559.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.00 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 23.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 23.3 × 1000 / (300.0 × 559.0) = 0.14 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.139 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 36.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 235 mm² Tension Steel Area Provided, AsProv = 339 mm² License Number: Timer-SN111-C0-1 211/321

Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 235) / (3 × 339)} × (1 / 1.00) = 211.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 211.5) / (120 × (0.9 + (36.6 × 1000000 / (300 × 559.0²)))} = 2.26 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 559.0)) / (3 + (100 × 339 / (300.0 × 559.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.06) / 9.3 = 5.94 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: A/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3

4 3 1

Column Column Column

Support Reaction, kN Dead Load -5.4 30.2 14.5

Live Load -1.1 2.9 1.8

DETAIL CALCULATION FOR BEAM 2B6(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid A1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm² License Number: Timer-SN111-C0-1 212/321

BEAM 2B6(150x600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 25.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 25.0 × 1000000 / (150.0 × 559.0²) = 0.533 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.533 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 25.074 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 25.074 / 1000 = 45.58 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 45.58 × 1000 / (460 / 1.05) = 105 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 45.58 × (559.0 - 0.4518 × 25.074) / 1000 = 25.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 23.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 23.2 × 1000000 / (150.0 × 559.0²) = 0.495 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.495 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 23.272 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 23.272 / 1000 = 42.31 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 42.31 × 1000 / (460 / 1.05) = 97 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 42.31 × (559.0 - 0.4518 × 23.272) / 1000 = 23.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² License Number: Timer-SN111-C0-1 213/321

Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 20.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 20.4 × 1000000 / (150.0 × 259.0²) = 2.029 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.029 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 47.247 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 47.247 / 1000 = 85.90 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 85.90 × 1000 / (460 / 1.05) = 197 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 85.90 × (259.0 - 0.4518 × 47.247) / 1000 = 20.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 197 mm² License Number: Timer-SN111-C0-1 214/321

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 19.3 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 19.3 × 1000000 / (150.0 × 259.0²) = 1.913 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.913 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 44.315 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 44.315 / 1000 = 80.57 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 80.57 × 1000 / (460 / 1.05) = 184 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 80.57 × (259.0 - 0.4518 × 44.315) / 1000 = 19.3 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 184 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 20.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 20.5 × 1000 / (150.0 × 559.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 215/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.0 × 1000 / (150.0 × 559.0) = 0.24 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 20019 × 600.0 / 1670285 = 7.19 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-49.7 / 90000.0) × 1.00 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -49.7 / (90000.0 × 0.43)] = 0.434 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.239 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.2 × 1000 / (150.0 × 559.0) = 0.07 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.07 + 0.00 = 0.07 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 License Number: Timer-SN111-C0-1 216/321

Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.6 × 1000 / (150.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9641 × 600.0 / 20527572 = 0.28 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-49.7 / 90000.0) × 0.28 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -49.7 / (90000.0 × 0.43)] = 0.434 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.115 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 8.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 8.9 × 1000 / (150.0 × 259.0) = 0.23 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.23 + 0.00 = 0.23 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² License Number: Timer-SN111-C0-1 217/321

Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.4 × 1000 / (150.0 × 259.0) = 0.24 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9404 × 300.0 / 15858440 = 0.18 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-100.9 / 45000.0) × 0.18 = 0.625 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -100.9 / (45000.0 × 0.63)] = 0.624 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.242 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 11.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 11.5 × 1000 / (150.0 × 259.0) = 0.30 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.30 + 0.00 = 0.30 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed License Number: Timer-SN111-C0-1 218/321

Maximum Shear within Zone, V = 11.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 11.4 × 1000 / (150.0 × 259.0) = 0.29 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 11363 × 300.0 / 831741 = 4.10 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-100.9 / 45000.0) × 1.00 = 0.624 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -100.9 / (45000.0 × 0.63)] = 0.624 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.292 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 25.0 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.9 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.9) / (120 × (0.9 + (25.0 × 1000000 / (150 × 559.0²)))} = 2.40 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 License Number: Timer-SN111-C0-1 219/321

New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 20.1 Ultimate Design Moment, Mu = 20.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 197 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 197) / (3 × 226)} × (1 / 1.00) = 265.8 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 265.8) / (120 × (0.9 + (20.4 × 1000000 / (150 × 259.0²)))} = 1.15 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.15 × 1.16) / 20.1 = 1.33 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: A1/3-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

3 1

Beam Beam

Support Reaction, kN Dead Load 12.2 6.4

Live Load 1.8 1.1

DETAIL CALCULATION FOR BEAM 2B7(300x600) GENERAL AND DIMENSION DATA Beam Located along grid B/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

License Number: Timer-SN111-C0-1 220/321

Length (mm) 1600 3150

Width (mm) 300 300

Begin Depth (mm) 600 600

End Depth (mm) 600 600

3

2050

300

600

600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B7(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 181.1 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 181.1 × 1000000 / (300.0 × 555.0²) = 1.960 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.960 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 97.498 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 97.498 / 1000 = 354.50 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 354.50 × 1000 / (460 / 1.05) = 810 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 354.50 × (555.0 - 0.4518 × 97.498) / 1000 = 181.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 810 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 178.5 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 178.5 × 1000000 / (300.0 × 555.0²) = 1.932 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.932 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 95.977 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 95.977 / 1000 = 348.97 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 348.97 × 1000 / (460 / 1.05) = 797 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 348.97 × (555.0 - 0.4518 × 95.977) / 1000 = 178.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 797 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² License Number: Timer-SN111-C0-1 221/321

Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 149.3 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 149.3 × 1000000 / (300.0 × 555.0²) = 1.616 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.616 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 79.083 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 79.083 / 1000 = 287.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 287.55 × 1000 / (460 / 1.05) = 657 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 287.55 × (555.0 - 0.4518 × 79.083) / 1000 = 149.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 657 mm²

License Number: Timer-SN111-C0-1 222/321

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 146.4 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 146.4 × 1000000 / (300.0 × 555.0²) = 1.585 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.585 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 77.445 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 77.445 / 1000 = 281.59 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 281.59 × 1000 / (460 / 1.05) = 643 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 281.59 × (555.0 - 0.4518 × 77.445) / 1000 = 146.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 643 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 138.6 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 138.6 × 1000000 / (300.0 × 557.0²) = 1.489 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.489 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 72.728 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 72.728 / 1000 = 264.44 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 264.44 × 1000 / (460 / 1.05) = 604 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 264.44 × (557.0 - 0.4518 × 72.728) / 1000 = 138.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 604 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) License Number: Timer-SN111-C0-1 223/321

Design Bending Moment = 136.1 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 136.1 × 1000000 / (300.0 × 557.0²) = 1.462 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.462 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 71.334 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 71.334 / 1000 = 259.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 259.37 × 1000 / (460 / 1.05) = 593 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 259.37 × (557.0 - 0.4518 × 71.334) / 1000 = 136.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 593 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 98.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 98.2 × 1000 / (300.0 × 555.0) = 0.59 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.59 + 0.00 = 0.59 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed License Number: Timer-SN111-C0-1 224/321

Maximum Shear within Zone, V = 97.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 97.4 × 1000 / (300.0 × 555.0) = 0.59 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 97404 × 600.0 / 11968057 = 4.88 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.556 + 0.60 × (-26.9 / 180000.0) × 1.00 = 0.555 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.556 × √[1 + -26.9 / (180000.0 × 0.56)] = 0.555 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.585 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 39.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 39.6 × 1000 / (300.0 × 555.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 45.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² License Number: Timer-SN111-C0-1 225/321

- Clause 3.4.5.2

Shear Stress, νss = V × 1000 / (b × d) = 45.9 × 1000 / (300.0 × 555.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.276 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 73.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 73.8 × 1000 / (300.0 × 555.0) = 0.44 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.44 + 0.00 = 0.44 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 73.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 73.1 × 1000 / (300.0 × 555.0) = 0.44 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 License Number: Timer-SN111-C0-1 226/321

Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.439 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 555.0 mm Actual Span / Effective Depth Ratio, Ar = 12.3 Ultimate Design Moment, Mu = 181.1 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 810 mm² Tension Steel Area Provided, AsProv = 942 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 810) / (3 × 942)} × (1 / 1.00) = 263.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 263.3) / (120 × (0.9 + (181.1 × 1000000 / (300 × 555.0²)))} = 1.17 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 555.0)) / (3 + (100 × 339 / (300.0 × 555.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.17 × 1.06) / 12.3 = 2.04 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: B/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

4 1

Column Column

Support Reaction, kN Dead Load 56.3 42.9

DETAIL CALCULATION FOR BEAM 2B8(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid B1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 License Number: Timer-SN111-C0-1 227/321

Live Load 11.1 8.1

Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B8(150x600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 27.0 kNm Width, b = 150.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 27.0 × 1000000 / (150.0 × 557.0²) = 0.581 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.581 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 27.287 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 27.287 / 1000 = 49.61 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 49.61 × 1000 / (460 / 1.05) = 114 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 49.61 × (557.0 - 0.4518 × 27.287) / 1000 = 27.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 25.5 kNm Width, b = 150.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 25.5 × 1000000 / (150.0 × 557.0²) = 0.547 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.547 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 25.693 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 25.693 / 1000 = 46.71 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 46.71 × 1000 / (460 / 1.05) = 107 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 46.71 × (557.0 - 0.4518 × 25.693) / 1000 = 25.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) License Number: Timer-SN111-C0-1 228/321

LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above License Number: Timer-SN111-C0-1 229/321

LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 23.6 kNm Width, b = 150.0 mm Effective Depth, d = 257.0 mm Mu / bd² = 23.6 × 1000000 / (150.0 × 257.0²) = 2.378 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.378 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 55.922 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 55.922 / 1000 = 101.67 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 101.67 × 1000 / (460 / 1.05) = 233 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 101.67 × (257.0 - 0.4518 × 55.922) / 1000 = 23.6 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 233 mm²

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 22.5 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 22.5 × 1000000 / (150.0 × 259.0²) = 2.235 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.235 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 52.574 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 52.574 / 1000 = 95.58 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 95.58 × 1000 / (460 / 1.05) = 219 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 95.58 × (259.0 - 0.4518 × 52.574) / 1000 = 22.5 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 219 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T16 (402 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm License Number: Timer-SN111-C0-1 230/321

Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 21.0 × 1000 / (150.0 × 557.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.25 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.4 × 1000 / (150.0 × 557.0) = 0.24 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.48 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.48}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.53 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 20401 × 600.0 / 1737276 = 7.05 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.526 + 0.60 × (-4.8 / 90000.0) × 1.00 = 0.526 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.526 × √[1 + -4.8 / (90000.0 × 0.53)] = 0.526 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.244 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm License Number: Timer-SN111-C0-1 231/321

Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.8 × 1000 / (150.0 × 557.0) = 0.09 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.09 + 0.00 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.0 × 1000 / (150.0 × 557.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.48 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.48}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.53 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9033 × 600.0 / 23668099 = 0.23 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.526 + 0.60 × (-4.8 / 90000.0) × 0.23 = 0.526 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.526 × √[1 + -4.8 / (90000.0 × 0.53)] = 0.526 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.108 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 10.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² License Number: Timer-SN111-C0-1 232/321

Effective depth, d = 257.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.4 × 1000 / (150.0 × 257.0) = 0.27 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.27 + 0.00 = 0.27 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.9 × 1000 / (150.0 × 257.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 1.04 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 257.0 = 1.556 (400 / d)^ ¼ = 1.117 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {1.04}⅓ × 1.117 × (1.200)⅓ / 1.25 = 0.76 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.284 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 13.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 257.0 mm Shear Stress, νss = V × 1000 / (b × d) = 13.0 × 1000 / (150.0 × 257.0) = 0.34 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.34 + 0.00 = 0.34 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass License Number: Timer-SN111-C0-1 233/321

Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.9 × 1000 / (150.0 × 257.0) = 0.33 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 402 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 1.04 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 257.0 = 1.556 (400 / d)^ ¼ = 1.117 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {1.04}⅓ × 1.117 × (1.200)⅓ / 1.25 = 0.76 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.335 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 27.0 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 402)} × (1 / 1.00) = 89.2 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 89.2) / (120 × (0.9 + (27.0 × 1000000 / (150 × 559.0²)))} = 2.74 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} License Number: Timer-SN111-C0-1 234/321

= 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 257.0 mm Actual Span / Effective Depth Ratio, Ar = 20.2 Ultimate Design Moment, Mu = 23.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 233 mm² Tension Steel Area Provided, AsProv = 402 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 233) / (3 × 402)} × (1 / 1.00) = 177.0 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 177.0) / (120 × (0.9 + (23.6 × 1000000 / (150 × 257.0²)))} = 1.31 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 257.0)) / (3 + (100 × 226 / (150.0 × 257.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.31 × 1.16) / 20.2 = 1.51 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: B1/3-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

3 1

Beam Beam

Support Reaction, kN Dead Load 12.5 7.4

Live Load 1.9 1.4

DETAIL CALCULATION FOR BEAM 2B9(300x600) GENERAL AND DIMENSION DATA Beam Located along grid C/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span Section License Number: Timer-SN111-C0-1 235/321

Length

Width

Begin Depth

End Depth

1

1 2 3

(mm) 1600 3150 2050

(mm) 300 300 300

(mm) 600 600 600

(mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B9(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 128.7 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 128.7 × 1000000 / (300.0 × 557.0²) = 1.383 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.383 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 67.239 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 67.239 / 1000 = 244.48 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 244.48 × 1000 / (460 / 1.05) = 559 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 244.48 × (557.0 - 0.4518 × 67.239) / 1000 = 128.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 559 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 125.0 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 125.0 × 1000000 / (300.0 × 557.0²) = 1.343 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.343 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 65.146 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 65.146 / 1000 = 236.87 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 236.87 × 1000 / (460 / 1.05) = 541 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 236.87 × (557.0 - 0.4518 × 65.146) / 1000 = 125.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 541 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm License Number: Timer-SN111-C0-1 236/321

Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 117.4 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 117.4 × 1000000 / (300.0 × 557.0²) = 1.261 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.261 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 60.971 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 60.971 / 1000 = 221.69 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 221.69 × 1000 / (460 / 1.05) = 507 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 221.69 × (557.0 - 0.4518 × 60.971) / 1000 = 117.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² License Number: Timer-SN111-C0-1 237/321

Bottom Tension Steel Area Required = 507 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 113.4 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 113.4 × 1000000 / (300.0 × 557.0²) = 1.218 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.218 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 58.797 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 58.797 / 1000 = 213.79 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 213.79 × 1000 / (460 / 1.05) = 488 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 213.79 × (557.0 - 0.4518 × 58.797) / 1000 = 113.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 488 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 124.6 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 124.6 × 1000000 / (300.0 × 557.0²) = 1.338 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.338 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 64.929 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 64.929 / 1000 = 236.08 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 236.08 × 1000 / (460 / 1.05) = 539 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 236.08 × (557.0 - 0.4518 × 64.929) / 1000 = 124.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 539 mm² License Number: Timer-SN111-C0-1 238/321

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 120.8 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 120.8 × 1000000 / (300.0 × 557.0²) = 1.298 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.298 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 62.842 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 62.842 / 1000 = 228.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 228.49 × 1000 / (460 / 1.05) = 522 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 228.49 × (557.0 - 0.4518 × 62.842) / 1000 = 120.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 522 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 78.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 78.2 × 1000 / (300.0 × 557.0) = 0.47 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.47 + 0.00 = 0.47 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass License Number: Timer-SN111-C0-1 239/321

Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 77.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 77.4 × 1000 / (300.0 × 557.0) = 0.46 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 77442 × 600.0 / 9472680 = 4.91 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.478 + 0.60 × (-16.5 / 180000.0) × 1.00 = 0.478 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.478 × √[1 + -16.5 / (180000.0 × 0.48)] = 0.478 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.463 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (300.0 × 557.0) = 0.10 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.10 + 0.00 = 0.10 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² License Number: Timer-SN111-C0-1 240/321

Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.6 × 1000 / (300.0 × 557.0) = 0.10 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 16578 × 600.0 / 117375294 = 0.08 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.478 + 0.60 × (-5.7 / 180000.0) × 0.08 = 0.478 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.478 × √[1 + -5.7 / (180000.0 × 0.48)] = 0.478 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.099 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 67.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 67.0 × 1000 / (300.0 × 557.0) = 0.40 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.40 + 0.00 = 0.40 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed License Number: Timer-SN111-C0-1 241/321

Maximum Shear within Zone, V = 66.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 66.2 × 1000 / (300.0 × 557.0) = 0.40 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.396 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 557.0 mm Actual Span / Effective Depth Ratio, Ar = 12.2 Ultimate Design Moment, Mu = 128.7 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 559 mm² Tension Steel Area Provided, AsProv = 603 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 559) / (3 × 603)} × (1 / 1.00) = 283.7 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 283.7) / (120 × (0.9 + (128.7 × 1000000 / (300 × 557.0²)))} = 1.26 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 557.0)) / (3 + (100 × 339 / (300.0 × 557.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.26 × 1.06) / 12.2 = 2.19 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: C/4-1 Beam Support Reactions Support No. Grid Mark License Number: Timer-SN111-C0-1 242/321

Support Type

Support Reaction, kN

1 2

4 1

Dead Load 43.5 37.6

Column Column

Live Load 9.2 7.7

DETAIL CALCULATION FOR BEAM 2B10(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid C1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B10(150x600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 26.4 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 26.4 × 1000000 / (150.0 × 559.0²) = 0.564 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.564 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 26.565 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 26.565 / 1000 = 48.30 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 48.30 × 1000 / (460 / 1.05) = 111 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 48.30 × (559.0 - 0.4518 × 26.565) / 1000 = 26.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 24.7 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 24.7 × 1000000 / (150.0 × 559.0²) = 0.527 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.527 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 24.785 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 24.785 / 1000 = 45.06 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 45.06 × 1000 / (460 / 1.05) = 103 mm² License Number: Timer-SN111-C0-1 243/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 45.06 × (559.0 - 0.4518 × 24.785) / 1000 = 24.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above License Number: Timer-SN111-C0-1 244/321

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 22.5 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 22.5 × 1000000 / (150.0 × 259.0²) = 2.239 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.239 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 52.688 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 52.688 / 1000 = 95.79 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 95.79 × 1000 / (460 / 1.05) = 219 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 95.79 × (259.0 - 0.4518 × 52.688) / 1000 = 22.5 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 219 mm²

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 21.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 21.4 × 1000000 / (150.0 × 259.0²) = 2.126 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.126 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 49.748 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 49.748 / 1000 = 90.44 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 90.44 × 1000 / (460 / 1.05) = 207 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 90.44 × (259.0 - 0.4518 × 49.748) / 1000 = 21.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 207 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION License Number: Timer-SN111-C0-1 245/321

LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 21.2 × 1000 / (150.0 × 559.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.25 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.7 × 1000 / (150.0 × 559.0) = 0.25 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 20681 × 600.0 / 1720205 = 7.21 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-20.7 / 90000.0) × 1.00 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -20.7 / (90000.0 × 0.43)] = 0.434 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.247 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 246/321

LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 6.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 6.9 × 1000 / (150.0 × 559.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.00 = 0.08 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.2 × 1000 / (150.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9225 × 600.0 / 22643546 = 0.24 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-20.7 / 90000.0) × 0.24 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -20.7 / (90000.0 × 0.43)] = 0.434 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.110 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE License Number: Timer-SN111-C0-1 247/321

(B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.9 × 1000 / (150.0 × 259.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.26 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.4 × 1000 / (150.0 × 259.0) = 0.27 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 10436 × 300.0 / 17443116 = 0.18 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-62.2 / 45000.0) × 0.18 = 0.625 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -62.2 / (45000.0 × 0.63)] = 0.624 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.269 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) License Number: Timer-SN111-C0-1 248/321

Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.5 × 1000 / (150.0 × 259.0) = 0.32 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.32 + 0.00 = 0.32 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.4 × 1000 / (150.0 × 259.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 12394 × 300.0 / 909047 = 4.09 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-62.2 / 45000.0) × 1.00 = 0.624 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -62.2 / (45000.0 × 0.63)] = 0.624 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.319 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm License Number: Timer-SN111-C0-1 249/321

Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 26.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.8 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.8) / (120 × (0.9 + (26.4 × 1000000 / (150 × 559.0²)))} = 2.36 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 20.1 Ultimate Design Moment, Mu = 22.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 219 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 219) / (3 × 226)} × (1 / 1.00) = 296.4 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 296.4) / (120 × (0.9 + (22.5 × 1000000 / (150 × 259.0²)))} = 1.03 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 License Number: Timer-SN111-C0-1 250/321

New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.03 × 1.16) / 20.1 = 1.19 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: C1/3-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

3 1

Beam Beam

Support Reaction, kN Dead Load 12.6 7.0

Live Load 1.9 1.3

DETAIL CALCULATION FOR BEAM 2B11(300x600) GENERAL AND DIMENSION DATA Beam Located along grid D/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2 3

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B11(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 178.8 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 178.8 × 1000000 / (300.0 × 555.0²) = 1.935 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.935 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 96.133 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 96.133 / 1000 = 349.54 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 349.54 × 1000 / (460 / 1.05) = 798 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 349.54 × (555.0 - 0.4518 × 96.133) / 1000 = 178.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 798 mm² License Number: Timer-SN111-C0-1 251/321

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 174.4 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 174.4 × 1000000 / (300.0 × 555.0²) = 1.888 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.888 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 93.573 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 93.573 / 1000 = 340.23 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 340.23 × 1000 / (460 / 1.05) = 777 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 340.23 × (555.0 - 0.4518 × 93.573) / 1000 = 174.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 777 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, License Number: Timer-SN111-C0-1 252/321

Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 147.1 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 147.1 × 1000000 / (300.0 × 555.0²) = 1.592 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.592 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 77.835 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 77.835 / 1000 = 283.01 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 283.01 × 1000 / (460 / 1.05) = 647 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 283.01 × (555.0 - 0.4518 × 77.835) / 1000 = 147.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 647 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 141.8 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 141.8 × 1000000 / (300.0 × 559.0²) = 1.513 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.513 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 74.234 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 74.234 / 1000 = 269.91 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 269.91 × 1000 / (460 / 1.05) = 617 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 269.91 × (559.0 - 0.4518 × 74.234) / 1000 = 141.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 617 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) License Number: Timer-SN111-C0-1 253/321

Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 136.7 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 136.7 × 1000000 / (300.0 × 557.0²) = 1.469 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.469 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 71.660 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 71.660 / 1000 = 260.55 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 260.55 × 1000 / (460 / 1.05) = 595 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 260.55 × (557.0 - 0.4518 × 71.660) / 1000 = 136.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 595 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 132.5 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 132.5 × 1000000 / (300.0 × 557.0²) = 1.423 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.423 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 69.314 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 69.314 / 1000 = 252.03 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 252.03 × 1000 / (460 / 1.05) = 576 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 252.03 × (557.0 - 0.4518 × 69.314) / 1000 = 132.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 576 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) License Number: Timer-SN111-C0-1 254/321

Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 96.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 96.8 × 1000 / (300.0 × 555.0) = 0.58 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.58 + 0.00 = 0.58 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 96.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 96.0 × 1000 / (300.0 × 555.0) = 0.58 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 96031 × 600.0 / 11796451 = 4.88 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.556 + 0.60 × (-2.3 / 180000.0) × 1.00 = 0.556 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.556 × √[1 + -2.3 / (180000.0 × 0.56)] = 0.556 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.577 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm License Number: Timer-SN111-C0-1 255/321

Shear at Location of Maximum Torsion, V = 40.2 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 40.2 × 1000 / (300.0 × 555.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 45.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 45.9 × 1000 / (300.0 × 555.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.276 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 72.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 72.9 × 1000 / (300.0 × 555.0) = 0.44 N/mm² License Number: Timer-SN111-C0-1 256/321

Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.44 + 0.00 = 0.44 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 72.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 72.1 × 1000 / (300.0 × 555.0) = 0.43 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.433 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 555.0 mm Actual Span / Effective Depth Ratio, Ar = 12.3 Ultimate Design Moment, Mu = 178.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 798 mm² Tension Steel Area Provided, AsProv = 942 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 798) / (3 × 942)} × (1 / 1.00) = 259.6 N/mm² Modification Factor for Tension Reinforcement, MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} License Number: Timer-SN111-C0-1 257/321

Equation 7

= 0.55 + {(477 - 259.6) / (120 × (0.9 + (178.8 × 1000000 / (300 × 555.0²)))} = 1.19 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 555.0)) / (3 + (100 × 339 / (300.0 × 555.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.19 × 1.06) / 12.3 = 2.06 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: D/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

4 1

Column Column

Support Reaction, kN Dead Load 54.7 41.9

Live Load 10.7 7.8

DETAIL CALCULATION FOR BEAM 2B12(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid D1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B12(150x600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 26.3 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 26.3 × 1000000 / (150.0 × 559.0²) = 0.561 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.561 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 26.416 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 26.416 / 1000 = 48.02 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 48.02 × 1000 / (460 / 1.05) = 110 mm² License Number: Timer-SN111-C0-1 258/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 48.02 × (559.0 - 0.4518 × 26.416) / 1000 = 26.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 24.3 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 24.3 × 1000000 / (150.0 × 559.0²) = 0.517 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.517 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 24.347 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 24.347 / 1000 = 44.26 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 44.26 × 1000 / (460 / 1.05) = 102 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 44.26 × (559.0 - 0.4518 × 24.347) / 1000 = 24.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² License Number: Timer-SN111-C0-1 259/321

Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 22.4 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 22.4 × 1000000 / (150.0 × 259.0²) = 2.231 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.231 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 52.472 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 52.472 / 1000 = 95.40 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 95.40 × 1000 / (460 / 1.05) = 218 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 95.40 × (259.0 - 0.4518 × 52.472) / 1000 = 22.4 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 218 mm²

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 21.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 21.0 × 1000000 / (150.0 × 259.0²) = 2.090 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.090 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 48.812 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 48.812 / 1000 = 88.74 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 88.74 × 1000 / (460 / 1.05) = 203 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 88.74 × (259.0 - 0.4518 × 48.812) / 1000 = 21.0 kNm Maximum Depth of Section = 300.0 mm License Number: Timer-SN111-C0-1 260/321

Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 203 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 20.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 20.6 × 1000 / (150.0 × 559.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.25 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.0 × 1000 / (150.0 × 559.0) = 0.24 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 License Number: Timer-SN111-C0-1 261/321

Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.239 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.5 × 1000 / (150.0 × 559.0) = 0.09 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.09 + 0.00 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.4 × 1000 / (150.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.112 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 262/321

Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 9.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 9.8 × 1000 / (150.0 × 259.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.25 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.4 × 1000 / (150.0 × 259.0) = 0.27 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.268 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.5 kN License Number: Timer-SN111-C0-1 263/321

Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.5 × 1000 / (150.0 × 259.0) = 0.32 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.32 + 0.00 = 0.32 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.4 × 1000 / (150.0 × 259.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.318 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 26.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 License Number: Timer-SN111-C0-1 264/321

- Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.6 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.6) / (120 × (0.9 + (26.3 × 1000000 / (150 × 559.0²)))} = 2.37 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 20.1 Ultimate Design Moment, Mu = 22.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 218 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 218) / (3 × 226)} × (1 / 1.00) = 295.2 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 295.2) / (120 × (0.9 + (22.4 × 1000000 / (150 × 259.0²)))} = 1.03 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.03 × 1.16) / 20.1 = 1.20 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: D1/3-1 Beam Support Reactions Support No.

Grid Mark

License Number: Timer-SN111-C0-1 265/321

Support Type

Support Reaction, kN Dead Load

Live Load

1 2

3 1

Beam Beam

12.3 6.9

1.9 1.3

DETAIL CALCULATION FOR BEAM 2B13(300x600) GENERAL AND DIMENSION DATA Beam Located along grid E/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2 3

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B13(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 126.8 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 126.8 × 1000000 / (300.0 × 557.0²) = 1.363 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.363 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 66.172 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 66.172 / 1000 = 240.60 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 240.60 × 1000 / (460 / 1.05) = 550 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 240.60 × (557.0 - 0.4518 × 66.172) / 1000 = 126.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 550 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 122.2 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 122.2 × 1000000 / (300.0 × 557.0²) = 1.313 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.313 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 63.637 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 63.637 / 1000 = 231.39 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 231.39 × 1000 / (460 / 1.05) = 529 mm² License Number: Timer-SN111-C0-1 266/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 231.39 × (557.0 - 0.4518 × 63.637) / 1000 = 122.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 529 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 115.4 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm License Number: Timer-SN111-C0-1 267/321

Mu / bd² = 115.4 × 1000000 / (300.0 × 557.0²) = 1.240 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.240 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 59.908 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 59.908 / 1000 = 217.82 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 217.82 × 1000 / (460 / 1.05) = 498 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 217.82 × (557.0 - 0.4518 × 59.908) / 1000 = 115.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 498 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 110.4 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 110.4 × 1000000 / (300.0 × 557.0²) = 1.186 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.186 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 57.174 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 57.174 / 1000 = 207.89 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 207.89 × 1000 / (460 / 1.05) = 475 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 207.89 × (557.0 - 0.4518 × 57.174) / 1000 = 110.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 475 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 122.7 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 122.7 × 1000000 / (300.0 × 557.0²) = 1.318 N/mm² License Number: Timer-SN111-C0-1 268/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.318 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 63.879 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 63.879 / 1000 = 232.27 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 232.27 × 1000 / (460 / 1.05) = 531 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 232.27 × (557.0 - 0.4518 × 63.879) / 1000 = 122.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 531 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 118.2 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 118.2 × 1000000 / (300.0 × 557.0²) = 1.270 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.270 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 61.406 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 61.406 / 1000 = 223.27 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 223.27 × 1000 / (460 / 1.05) = 510 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 223.27 × (557.0 - 0.4518 × 61.406) / 1000 = 118.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 510 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 77.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 77.0 × 1000 / (300.0 × 557.0) = 0.46 N/mm² License Number: Timer-SN111-C0-1 269/321

Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.46 + 0.00 = 0.46 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 76.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 76.2 × 1000 / (300.0 × 557.0) = 0.46 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.456 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 16.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 16.7 × 1000 / (300.0 × 557.0) = 0.10 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.10 + 0.00 = 0.10 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm License Number: Timer-SN111-C0-1 270/321

νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 16.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 16.7 × 1000 / (300.0 × 557.0) = 0.10 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.100 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 66.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 66.0 × 1000 / (300.0 × 557.0) = 0.40 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.40 + 0.00 = 0.40 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 65.3 kN License Number: Timer-SN111-C0-1 271/321

Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 65.3 × 1000 / (300.0 × 557.0) = 0.39 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 65281 × 600.0 / 8061399 = 4.86 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.478 + 0.60 × (-12.4 / 180000.0) × 1.00 = 0.478 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.478 × √[1 + -12.4 / (180000.0 × 0.48)] = 0.478 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.391 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 557.0 mm Actual Span / Effective Depth Ratio, Ar = 12.2 Ultimate Design Moment, Mu = 126.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 550 mm² Tension Steel Area Provided, AsProv = 603 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 550) / (3 × 603)} × (1 / 1.00) = 279.2 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 279.2) / (120 × (0.9 + (126.8 × 1000000 / (300 × 557.0²)))} = 1.28 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 557.0)) / (3 + (100 × 339 / (300.0 × 557.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.28 × 1.06) / 12.2 = 2.23 Ratio >= 1.0 : Deflection Checked PASSED License Number: Timer-SN111-C0-1 272/321

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: E/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

4 1

Column Column

Support Reaction, kN Dead Load 42.3 36.7

Live Load 8.9 7.4

DETAIL CALCULATION FOR BEAM 2B14(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid E1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B14(150x600/300) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 26.6 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 26.6 × 1000000 / (150.0 × 559.0²) = 0.568 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.568 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 26.795 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 26.795 / 1000 = 48.71 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 48.71 × 1000 / (460 / 1.05) = 112 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 48.71 × (559.0 - 0.4518 × 26.795) / 1000 = 26.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 25.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 25.0 × 1000000 / (150.0 × 559.0²) = 0.534 N/mm² License Number: Timer-SN111-C0-1 273/321

Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.534 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 25.140 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 25.140 / 1000 = 45.70 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 45.70 × 1000 / (460 / 1.05) = 105 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 45.70 × (559.0 - 0.4518 × 25.140) / 1000 = 25.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm² License Number: Timer-SN111-C0-1 274/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 22.8 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 22.8 × 1000000 / (150.0 × 259.0²) = 2.269 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.269 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 53.479 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 53.479 / 1000 = 97.23 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 97.23 × 1000 / (460 / 1.05) = 222 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 97.23 × (259.0 - 0.4518 × 53.479) / 1000 = 22.8 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 222 mm²

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 21.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 21.9 × 1000000 / (150.0 × 259.0²) = 2.181 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.181 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 51.166 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 51.166 / 1000 = 93.02 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 93.02 × 1000 / (460 / 1.05) = 213 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 93.02 × (259.0 - 0.4518 × 51.166) / 1000 = 21.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 213 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above License Number: Timer-SN111-C0-1 275/321

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 21.3 × 1000 / (150.0 × 559.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.25 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.8 × 1000 / (150.0 × 559.0) = 0.25 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 20787 × 600.0 / 1729698 = 7.21 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-16.6 / 90000.0) × 1.00 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -16.6 / (90000.0 × 0.43)] = 0.434 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² License Number: Timer-SN111-C0-1 276/321

νss = 0.248 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.0 × 1000 / (150.0 × 559.0) = 0.08 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.08 + 0.00 = 0.08 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.1 × 1000 / (150.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 9124 × 600.0 / 22956420 = 0.24 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.434 + 0.60 × (-16.6 / 90000.0) × 0.24 = 0.434 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.434 × √[1 + -16.6 / (90000.0 × 0.43)] = 0.434 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.109 < νc' + 0.4, Provides only minimum link License Number: Timer-SN111-C0-1 277/321

Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 10.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.0 × 1000 / (150.0 × 259.0) = 0.26 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.26 + 0.00 = 0.26 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.6 × 1000 / (150.0 × 259.0) = 0.27 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 10584 × 300.0 / 17670783 = 0.18 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-88.5 / 45000.0) × 0.18 = 0.625 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -88.5 / (45000.0 × 0.63)] = 0.624 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.272 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² License Number: Timer-SN111-C0-1 278/321

Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.7 × 1000 / (150.0 × 259.0) = 0.33 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.33 + 0.00 = 0.33 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.5 × 1000 / (150.0 × 259.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 12542 × 300.0 / 920153 = 4.09 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.625 + 0.60 × (-88.5 / 45000.0) × 1.00 = 0.624 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.625 × √[1 + -88.5 / (45000.0 × 0.63)] = 0.624 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.323 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm License Number: Timer-SN111-C0-1 279/321

Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 26.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.9 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.9) / (120 × (0.9 + (26.6 × 1000000 / (150 × 559.0²)))} = 2.36 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 20.1 Ultimate Design Moment, Mu = 22.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 222 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 222) / (3 × 226)} × (1 / 1.00) = 300.9 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 300.9) / (120 × (0.9 + (22.8 × 1000000 / (150 × 259.0²)))} License Number: Timer-SN111-C0-1 280/321

= 1.01 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.01 × 1.16) / 20.1 = 1.17 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: E1/3-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

3 1

Beam Beam

Support Reaction, kN Dead Load 12.7 7.1

Live Load 1.9 1.3

DETAIL CALCULATION FOR BEAM 2B15(300x600) GENERAL AND DIMENSION DATA Beam Located along grid F/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2 3

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B15(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 181.2 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 181.2 × 1000000 / (300.0 × 555.0²) = 1.960 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.960 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 97.509 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 97.509 / 1000 = 354.54 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 354.54 × 1000 / (460 / 1.05) = 810 mm² License Number: Timer-SN111-C0-1 281/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 354.54 × (555.0 - 0.4518 × 97.509) / 1000 = 181.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 810 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 177.7 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 177.7 × 1000000 / (300.0 × 555.0²) = 1.923 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.923 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 95.505 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 95.505 / 1000 = 347.26 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 347.26 × 1000 / (460 / 1.05) = 793 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 347.26 × (555.0 - 0.4518 × 95.505) / 1000 = 177.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 793 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² License Number: Timer-SN111-C0-1 282/321

Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 150.5 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 150.5 × 1000000 / (300.0 × 555.0²) = 1.629 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.629 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 79.758 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 79.758 / 1000 = 290.00 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 290.00 × 1000 / (460 / 1.05) = 662 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 290.00 × (555.0 - 0.4518 × 79.758) / 1000 = 150.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 662 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 146.5 kNm Width, b = 300.0 mm Effective Depth, d = 555.0 mm Mu / bd² = 146.5 × 1000000 / (300.0 × 555.0²) = 1.585 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.585 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 77.460 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 77.460 / 1000 = 281.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 281.64 × 1000 / (460 / 1.05) = 643 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 281.64 × (555.0 - 0.4518 × 77.460) / 1000 = 146.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 643 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above License Number: Timer-SN111-C0-1 283/321

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T20 (942 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 138.9 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 138.9 × 1000000 / (300.0 × 557.0²) = 1.492 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.492 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 72.897 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 72.897 / 1000 = 265.05 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 265.05 × 1000 / (460 / 1.05) = 606 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 265.05 × (557.0 - 0.4518 × 72.897) / 1000 = 138.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 606 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 135.6 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 135.6 × 1000000 / (300.0 × 557.0²) = 1.457 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.457 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 71.032 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 71.032 / 1000 = 258.27 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 258.27 × 1000 / (460 / 1.05) = 590 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 258.27 × (557.0 - 0.4518 × 71.032) / 1000 = 135.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 590 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) License Number: Timer-SN111-C0-1 284/321

Bottom Reinforcement Provided = 3T20 (942 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 98.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 98.9 × 1000 / (300.0 × 555.0) = 0.59 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.59 + 0.00 = 0.59 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 98.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 98.1 × 1000 / (300.0 × 555.0) = 0.59 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.589 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm License Number: Timer-SN111-C0-1 285/321

Shear at Location of Maximum Torsion, V = 40.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 40.0 × 1000 / (300.0 × 555.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 46.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 46.5 × 1000 / (300.0 × 555.0) = 0.28 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 46487 × 600.0 / 138731097 = 0.20 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.556 + 0.60 × (-12.7 / 180000.0) × 0.20 = 0.556 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.556 × √[1 + -12.7 / (180000.0 × 0.56)] = 0.556 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.279 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 74.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm License Number: Timer-SN111-C0-1 286/321

Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 555.0 mm Shear Stress, νss = V × 1000 / (b × d) = 74.0 × 1000 / (300.0 × 555.0) = 0.44 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.44 + 0.00 = 0.44 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 73.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 73.2 × 1000 / (300.0 × 555.0) = 0.44 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 942 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.57 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 555.0 = 0.721 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.57}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.56 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 73202 × 600.0 / 9051540 = 4.85 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.556 + 0.60 × (-109.1 / 180000.0) × 1.00 = 0.555 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.556 × √[1 + -109.1 / (180000.0 × 0.56)] = 0.555 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.440 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 555.0 mm Actual Span / Effective Depth Ratio, Ar = 12.3 Ultimate Design Moment, Mu = 181.2 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 810 mm² License Number: Timer-SN111-C0-1 287/321

Tension Steel Area Provided, AsProv = 942 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 810) / (3 × 942)} × (1 / 1.00) = 263.3 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 263.3) / (120 × (0.9 + (181.2 × 1000000 / (300 × 555.0²)))} = 1.17 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 555.0)) / (3 + (100 × 339 / (300.0 × 555.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.17 × 1.06) / 12.3 = 2.04 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: F/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

4 1

Column Column

Support Reaction, kN Dead Load 56.6 42.9

Live Load 10.9 7.9

DETAIL CALCULATION FOR BEAM 2B16(150x600/300) GENERAL AND DIMENSION DATA Beam Located along grid F1/3-1 Number of Span within beam = 1 Number of Section defined by user = 2 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2

Length (mm) 3150 2050

Width (mm) 150 150

Begin Depth (mm) 600 300

End Depth (mm) 600 300

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B16(150x600/300) SPAN NO. 1 License Number: Timer-SN111-C0-1 288/321

FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 26.8 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 26.8 × 1000000 / (150.0 × 559.0²) = 0.571 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.571 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 26.929 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 26.929 / 1000 = 48.96 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 48.96 × 1000 / (460 / 1.05) = 112 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 48.96 × (559.0 - 0.4518 × 26.929) / 1000 = 26.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 25.2 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 25.2 × 1000000 / (150.0 × 559.0²) = 0.537 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.537 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 25.291 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 25.291 / 1000 = 45.98 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 45.98 × 1000 / (460 / 1.05) = 105 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 45.98 × (559.0 - 0.4518 × 25.291) / 1000 = 25.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Compression Steel Area Required = 117 mm² Bottom Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² Top Tension Steel Area Required = 117 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 600.0 = 117 mm² License Number: Timer-SN111-C0-1 289/321

Top Tension Steel Area Required = 117 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 0.0 × 1000000 / (150.0 × 259.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Tension Steel Area Required = 59 mm²

Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 22.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 22.9 × 1000000 / (150.0 × 259.0²) = 2.277 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.277 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 53.688 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 53.688 / 1000 = 97.60 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 97.60 × 1000 / (460 / 1.05) = 223 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 97.60 × (259.0 - 0.4518 × 53.688) / 1000 = 22.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 223 mm²

License Number: Timer-SN111-C0-1 290/321

LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 20.9 kNm Width, b = 150.0 mm Effective Depth, d = 259.0 mm Mu / bd² = 20.9 × 1000000 / (150.0 × 259.0²) = 2.078 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 2.078 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 48.518 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 150 × 48.518 / 1000 = 88.21 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 88.21 × 1000 / (460 / 1.05) = 202 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 88.21 × (259.0 - 0.4518 × 48.518) / 1000 = 20.9 kNm Maximum Depth of Section = 300.0 mm Minimum Tension Steel Area Required = 0.13% × 150.0 × 300.0 = 59 mm² Top Compression Steel Area Required = 59 mm² Bottom Tension Steel Area Required = 202 mm²

LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 2T12 (226 mm²) Bottom Reinforcement Provided = 2T12 (226 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:1300 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 21.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 21.3 × 1000 / (150.0 × 559.0) = 0.25 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.25 + 0.00 = 0.26 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 License Number: Timer-SN111-C0-1 291/321

Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 20.9 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 20.9 × 1000 / (150.0 × 559.0) = 0.25 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.249 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 1 RIGHT ZONE (B:1300 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 7.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 150.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 7.6 × 1000 / (150.0 × 559.0) = 0.09 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.09 + 0.00 = 0.09 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 9.8 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 9.8 × 1000 / (150.0 × 559.0) = 0.12 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass License Number: Timer-SN111-C0-1 292/321

Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.27 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.27}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.43 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.117 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 LEFT ZONE (B:3150 mm E:3900 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 10.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 10.1 × 1000 / (150.0 × 259.0) = 0.26 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.26 + 0.00 = 0.26 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 10.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 10.6 × 1000 / (150.0 × 259.0) = 0.27 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² License Number: Timer-SN111-C0-1 293/321

Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.273 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm LOCATION : SECTION 2 RIGHT SUPPORT (B:3900 mm E:5200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 12.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 150 - 2 × 29 - 6 = 86 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Dimension x1 = Min (h1, v1) = 86 mm, y1 = Max (h1, v1) = 236 mm Section Dimension: Dmin = 150.0 mm, Dmax = 300.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 259.0 mm Shear Stress, νss = V × 1000 / (b × d) = 12.7 × 1000 / (150.0 × 259.0) = 0.33 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.33 + 0.00 = 0.33 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 236.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 236.0 / 550 = 1.88 N/mm² νst = 0.00 N/mm² ≤ 1.88 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 12.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 12.6 × 1000 / (150.0 × 259.0) = 0.32 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 226 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.58 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 259.0 = 1.544 (400 / d)^ ¼ = 1.115 ≥ 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.58}⅓ × 1.115 × (1.200)⅓ / 1.25 = 0.63 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.324 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 150) / (0.95 × 220) = 0.286 mm²/mm Shear Reinforcement Provided : R6-175 Shear Link Area / Spacing Ratio Provided = 0.323 mm²/mm > 0.286 mm²/mm License Number: Timer-SN111-C0-1 294/321

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 9.3 Ultimate Design Moment, Mu = 26.8 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 118 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 118) / (3 × 226)} × (1 / 1.00) = 158.6 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 158.6) / (120 × (0.9 + (26.8 × 1000000 / (150 × 559.0²)))} = 2.35 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 226 / (150.0 × 559.0)) / (3 + (100 × 226 / (150.0 × 559.0)))} = 1.08 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 2.00 × 1.08) / 9.3 = 4.65 Ratio >= 1.0 : Deflection Checked PASSED Additional Deflection Checking on Smallest Section Depth Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 5200.0 mm, Effective Depth, d = 259.0 mm Actual Span / Effective Depth Ratio, Ar = 20.1 Ultimate Design Moment, Mu = 22.9 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 223 mm² Tension Steel Area Provided, AsProv = 226 mm² Compression Steel Area Provided, AsProv (Comp.) = 226 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 223) / (3 × 226)} × (1 / 1.00) = 302.1 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 302.1) / (120 × (0.9 + (22.9 × 1000000 / (150 × 259.0²)))} = 1.01 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} License Number: Timer-SN111-C0-1 295/321

= 1 + {(100 × 226 / (150.0 × 259.0)) / (3 + (100 × 226 / (150.0 × 259.0)))} = 1.16 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.01 × 1.16) / 20.1 = 1.17 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: F1/3-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

3 1

Beam Beam

Support Reaction, kN Dead Load 12.7 7.1

Live Load 2.0 1.3

DETAIL CALCULATION FOR BEAM 2B17(300x600) GENERAL AND DIMENSION DATA Beam Located along grid G/4-1 Number of Span within beam = 1 Number of Section defined by user = 3 Number of Supports = 2 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1

1 2 3

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B17(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 111.4 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 111.4 × 1000000 / (300.0 × 557.0²) = 1.197 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.197 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 57.712 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 57.712 / 1000 = 209.84 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 209.84 × 1000 / (460 / 1.05) = 479 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 209.84 × (557.0 - 0.4518 × 57.712) / 1000 = 111.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² License Number: Timer-SN111-C0-1 296/321

Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 479 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 108.8 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 108.8 × 1000000 / (300.0 × 557.0²) = 1.169 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.169 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 56.273 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 56.273 / 1000 = 204.61 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 204.61 × 1000 / (460 / 1.05) = 468 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 204.61 × (557.0 - 0.4518 × 56.273) / 1000 = 108.8 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 468 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) License Number: Timer-SN111-C0-1 297/321

Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 1 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 97.6 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 97.6 × 1000000 / (300.0 × 557.0²) = 1.049 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.049 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 50.264 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 50.264 / 1000 = 182.76 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 182.76 × 1000 / (460 / 1.05) = 418 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 182.76 × (557.0 - 0.4518 × 50.264) / 1000 = 97.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 418 mm²

LOCATION : SECTION 1 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 94.9 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 94.9 × 1000000 / (300.0 × 557.0²) = 1.019 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.019 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 48.771 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 48.771 / 1000 = 177.33 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 177.33 × 1000 / (460 / 1.05) = 405 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 177.33 × (557.0 - 0.4518 × 48.771) / 1000 = 94.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 405 mm²

LOCATION : SECTION 1 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Left Support Design Calculation Above LOCATION : SECTION 1 - TOP TENSION (3-D ANALYSIS RESULT) Use Left Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) LOCATION : SECTION 2 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) License Number: Timer-SN111-C0-1 298/321

Use Mid Span Design Calculation Above LOCATION : SECTION 2 - BOTTOM TENSION (3-D ANALYSIS RESULT) Use Mid Span Design Calculation Above LOCATION : SECTION 2 - TOP TENSION (2-D PLAN ANALYSIS RESULT) No hogging moment (2D) within this section, calculation is not required LOCATION : SECTION 2 - TOP TENSION (3-D ANALYSIS RESULT) No hogging moment (3D) within this section, calculation is not required LOCATION : SECTION 3 - BOTTOM TENSION (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 108.3 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 108.3 × 1000000 / (300.0 × 557.0²) = 1.164 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.164 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 56.036 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 56.036 / 1000 = 203.75 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 203.75 × 1000 / (460 / 1.05) = 466 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 203.75 × (557.0 - 0.4518 × 56.036) / 1000 = 108.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 466 mm²

LOCATION : SECTION 3 - BOTTOM TENSION (3-D ANALYSIS RESULT) Design Bending Moment = 105.7 kNm Width, b = 300.0 mm Effective Depth, d = 557.0 mm Mu / bd² = 105.7 × 1000000 / (300.0 × 557.0²) = 1.136 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 1.136 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 54.631 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 54.631 / 1000 = 198.64 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 198.64 × 1000 / (460 / 1.05) = 454 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 198.64 × (557.0 - 0.4518 × 54.631) / 1000 = 105.7 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 454 mm²

LOCATION : SECTION 3 - TOP TENSION (2-D PLAN ANALYSIS RESULT) Use Right Support Design Calculation Above LOCATION : SECTION 3 - TOP TENSION (3-D ANALYSIS RESULT) Use Right Support Design Calculation Above Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T16 (603 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required License Number: Timer-SN111-C0-1 299/321

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 (B:0 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.2 kNm Shear at Location of Maximum Torsion, V = 65.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.01 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 65.9 × 1000 / (300.0 × 557.0) = 0.39 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.39 + 0.01 = 0.40 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.01 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.01 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 65.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 65.1 × 1000 / (300.0 × 557.0) = 0.39 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.390 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 2 (B:1600 mm E:4750 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 18.1 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm License Number: Timer-SN111-C0-1 300/321

Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 18.1 × 1000 / (300.0 × 557.0) = 0.11 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.11 + 0.00 = 0.11 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.1 × 1000 / (300.0 × 557.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 18092 × 600.0 / 97647003 = 0.11 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.478 + 0.60 × (-50.2 / 180000.0) × 0.11 = 0.478 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.478 × √[1 + -50.2 / (180000.0 × 0.48)] = 0.478 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.108 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 3 (B:4750 mm E:6800 mm from left grid of span) Maximum Torsion within Zone, T = 0.1 kNm Shear at Location of Maximum Torsion, V = 59.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm License Number: Timer-SN111-C0-1 301/321

Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 557.0 mm Shear Stress, νss = V × 1000 / (b × d) = 59.0 × 1000 / (300.0 × 557.0) = 0.35 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.35 + 0.00 = 0.36 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 58.3 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 58.3 × 1000 / (300.0 × 557.0) = 0.35 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 603 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.36 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 557.0 = 0.718 (400 / d)^ ¼ = 0.921 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.36}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.48 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 58287 × 600.0 / 7187001 = 4.87 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.478 + 0.60 × (-105.1 / 180000.0) × 1.00 = 0.478 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.478 × √[1 + -105.1 / (180000.0 × 0.48)] = 0.478 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.349 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 20.0 Span Length, l = 6800.0 mm, Effective Depth, d = 557.0 mm Actual Span / Effective Depth Ratio, Ar = 12.2 Ultimate Design Moment, Mu = 111.4 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 479 mm² Tension Steel Area Provided, AsProv = 603 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 mm² - Checking for deflection is based on BS8110: 1997 License Number: Timer-SN111-C0-1 302/321

- Table 3.9: Basic span / effective depth ratio for rectangular or flange beams - Table 3.10: Modification factor for tension reinforcement - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 479) / (3 × 603)} × (1 / 1.00) = 243.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 243.5) / (120 × (0.9 + (111.4 × 1000000 / (300 × 557.0²)))} = 1.48 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 557.0)) / (3 + (100 × 339 / (300.0 × 557.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (20.0 × 1.48 × 1.06) / 12.2 = 2.57 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: G/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2

4 1

Column Column

Support Reaction, kN Dead Load 35.0 31.7

Live Load 9.4 8.2

DETAIL CALCULATION FOR BEAM 2B18(300x600) GENERAL AND DIMENSION DATA Beam Located along grid H/4-1 Number of Span within beam = 3 Number of Section defined by user = 3 Number of Supports = 4 Beam Cantilever End = Nil. Section Dimension Data Span

Section

1 2 3

1 2 3

Length (mm) 1600 3150 2050

Width (mm) 300 300 300

Begin Depth (mm) 600 600 600

End Depth (mm) 600 600 600

MATERIAL PROPERTIES Maximum Concrete Strain, Ecc = 0.0035 Average Concrete Stress above Neutral Axis, k1 = 12.12 N/mm² Concrete Lever Arm Factor, k2 = 0.4518 Limiting Effective Depth Factor, cb = 0.50 k2 / k1 Factor, kkk = 0.0373 Limiting Concrete Moment Capacity Factor, kk1 = cb × k1 × (1 - cb * k2) = 0.50 × 12.12 × (1 - 0.50 × 0.4518) = 4.6911 N/mm²

BEAM 2B18(300x600) SPAN NO. 1 FLEXURAL DESIGN CALCULATION License Number: Timer-SN111-C0-1 303/321

LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 1.5 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.5 × 1000000 / (300.0 × 559.0²) = 0.016 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.016 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.724 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.724 / 1000 = 2.63 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.63 × 1000 / (460 / 1.05) = 7 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.63 × (559.0 - 0.4518 × 0.724) / 1000 = 1.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT SAGGING MOMENT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.2 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.2 × 1000000 / (300.0 × 559.0²) = 0.002 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.002 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.113 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.113 / 1000 = 0.41 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 0.41 × 1000 / (460 / 1.05) = 1 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 0.41 × (559.0 - 0.4518 × 0.113) / 1000 = 0.2 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 2.5 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 2.5 × 1000000 / (300.0 × 559.0²) = 0.027 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.027 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.236 mm License Number: Timer-SN111-C0-1 304/321

Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.236 / 1000 = 4.49 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 4.49 × 1000 / (460 / 1.05) = 11 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 4.49 × (559.0 - 0.4518 × 1.236) / 1000 = 2.5 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.4 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.4 × 1000000 / (300.0 × 559.0²) = 0.037 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.037 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.689 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.689 / 1000 = 6.14 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.14 × 1000 / (460 / 1.05) = 15 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.14 × (559.0 - 0.4518 × 1.689) / 1000 = 3.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 32.9 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 32.9 × 1000000 / (300.0 × 559.0²) = 0.351 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.351 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.395 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 16.395 / 1000 = 59.61 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 59.61 × 1000 / (460 / 1.05) = 137 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 59.61 × (559.0 - 0.4518 × 16.395) / 1000 = 32.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.6 × 1000000 / (300.0 × 559.0²) = 0.006 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.006 <= 4.691 Design as Singly Reinforced Rectangular Beam License Number: Timer-SN111-C0-1 305/321

Concrete Neutral Axis, x = 0.273 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.273 / 1000 = 0.99 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 0.99 × 1000 / (460 / 1.05) = 3 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 0.99 × (559.0 - 0.4518 × 0.273) / 1000 = 0.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 16.1 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 16.1 × 1000000 / (300.0 × 559.0²) = 0.171 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.171 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 7.954 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 7.954 / 1000 = 28.92 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 28.92 × 1000 / (460 / 1.05) = 67 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 28.92 × (559.0 - 0.4518 × 7.954) / 1000 = 16.1 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:400 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 17.7 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 17.7 × 1000 / (300.0 × 559.0) = 0.11 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.11 + 0.00 = 0.11 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² License Number: Timer-SN111-C0-1 306/321

νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 18.4 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 18.4 × 1000 / (300.0 × 559.0) = 0.11 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.110 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:400 mm E:1200 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 22.5 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 22.5 × 1000 / (300.0 × 559.0) = 0.13 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.13 + 0.00 = 0.13 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 22.5 kN License Number: Timer-SN111-C0-1 307/321

Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 22.5 × 1000 / (300.0 × 559.0) = 0.13 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.134 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:1200 mm E:1600 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 27.3 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 27.3 × 1000 / (300.0 × 559.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 26.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 26.6 × 1000 / (300.0 × 559.0) = 0.16 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 License Number: Timer-SN111-C0-1 308/321

(400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.159 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 1600.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 2.9 Ultimate Design Moment, Mu = 1.5 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 235 mm² Tension Steel Area Provided, AsProv = 339 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 235) / (3 × 339)} × (1 / 1.00) = 211.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 211.5) / (120 × (0.9 + (1.5 × 1000000 / (300 × 559.0²)))} = 2.97 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 559.0)) / (3 + (100 × 339 / (300.0 × 559.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.06) / 2.9 = 19.32 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B18(300x600) SPAN NO. 2 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 4.9 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 4.9 × 1000000 / (300.0 × 559.0²) = 0.052 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.052 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 2.400 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 2.400 / 1000 = 8.73 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 8.73 × 1000 / (460 / 1.05) = 20 mm² License Number: Timer-SN111-C0-1 309/321

Moment Capacity = Fc × (d - k2 × x) / 1000 = 8.73 × (559.0 - 0.4518 × 2.400) / 1000 = 4.9 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 55.3 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 55.3 × 1000000 / (300.0 × 559.0²) = 0.590 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.590 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 27.856 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 27.856 / 1000 = 101.29 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 101.29 × 1000 / (460 / 1.05) = 232 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 101.29 × (559.0 - 0.4518 × 27.856) / 1000 = 55.3 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.0 × 1000000 / (300.0 × 559.0²) = 0.033 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.033 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.502 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.502 / 1000 = 5.46 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 5.46 × 1000 / (460 / 1.05) = 13 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 5.46 × (559.0 - 0.4518 × 1.502) / 1000 = 3.0 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 32.8 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 32.8 × 1000000 / (300.0 × 559.0²) = 0.350 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.350 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 16.343 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 16.343 / 1000 = 59.42 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 59.42 × 1000 / (460 / 1.05) = 136 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 59.42 × (559.0 - 0.4518 × 16.343) / 1000 = 32.8 kNm Maximum Depth of Section = 600.0 mm License Number: Timer-SN111-C0-1 310/321

Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.6 × 1000000 / (300.0 × 559.0²) = 0.038 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.038 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.760 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.760 / 1000 = 6.40 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.40 × 1000 / (460 / 1.05) = 15 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.40 × (559.0 - 0.4518 × 1.760) / 1000 = 3.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² License Number: Timer-SN111-C0-1 311/321

Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) No tension force within span from 3D analysis, tension reinforcement for beam is not required

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:788 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 39.9 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 39.9 × 1000 / (300.0 × 559.0) = 0.24 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.24 + 0.00 = 0.24 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 39.2 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 39.2 × 1000 / (300.0 × 559.0) = 0.23 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.233 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm License Number: Timer-SN111-C0-1 312/321

LOCATION : SECTION 1 MIDDLE ZONE (B:788 mm E:2363 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 33.6 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 33.6 × 1000 / (300.0 × 559.0) = 0.20 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.20 + 0.00 = 0.20 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 33.6 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 33.6 × 1000 / (300.0 × 559.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.200 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:2363 mm E:3150 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 24.0 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm License Number: Timer-SN111-C0-1 313/321

Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 24.0 × 1000 / (300.0 × 559.0) = 0.14 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.14 + 0.00 = 0.14 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 24.0 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 24.0 × 1000 / (300.0 × 559.0) = 0.14 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.143 < νc + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 3150.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 5.6 Ultimate Design Moment, Mu = 55.3 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 235 mm² Tension Steel Area Provided, AsProv = 339 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, License Number: Timer-SN111-C0-1 314/321

Equation 8

fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 235) / (3 × 339)} × (1 / 1.00) = 211.5 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 211.5) / (120 × (0.9 + (55.3 × 1000000 / (300 × 559.0²)))} = 2.03 > 2.0 MFt taken as 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 559.0)) / (3 + (100 × 339 / (300.0 × 559.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 2.00 × 1.06) / 5.6 = 9.81 Ratio >= 1.0 : Deflection Checked PASSED

BEAM 2B18(300x600) SPAN NO. 3 FLEXURAL DESIGN CALCULATION LOCATION : SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 2.4 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 2.4 × 1000000 / (300.0 × 559.0²) = 0.026 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.026 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.201 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.201 / 1000 = 4.37 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 4.37 × 1000 / (460 / 1.05) = 10 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 4.37 × (559.0 - 0.4518 × 1.201) / 1000 = 2.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 234 mm²

LOCATION : SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 59.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 59.6 × 1000000 / (300.0 × 559.0²) = 0.635 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.635 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 30.036 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 30.036 / 1000 = 109.21 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 109.21 × 1000 / (460 / 1.05) = 250 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 109.21 × (559.0 - 0.4518 × 30.036) / 1000 = 59.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Compression Steel Area Required = 234 mm² Bottom Tension Steel Area Required = 250 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.7 × 10³ / (0.9524 × 460) = 2 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 2 mm² License Number: Timer-SN111-C0-1 315/321

Final Top Compression Steel Area Required (3D) = 234 + 0 = 235 mm² Final Bottom Tension Steel Area Required (3D) = 249 + 2 = 251 mm² Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : LEFT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 3.6 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 3.6 × 1000000 / (300.0 × 559.0²) = 0.039 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.039 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 1.789 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 1.789 / 1000 = 6.51 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 6.51 × 1000 / (460 / 1.05) = 15 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 6.51 × (559.0 - 0.4518 × 1.789) / 1000 = 3.6 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : LEFT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.7 × 10³ / (0.9524 × 460) = 2 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 2 mm² Final Top Tension Steel Area Required (3D) = 234 + 0 = 235 mm² Final Bottom Compression Steel Area Required (3D) = 234 + 2 = 236 mm² Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : RIGHT SUPPORT (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm²

LOCATION : RIGHT SUPPORT (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² License Number: Timer-SN111-C0-1 316/321

Top Tension Steel Area Required = 234 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.7 × 10³ / (0.9524 × 460) = 2 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 2 mm² Final Top Tension Steel Area Required (3D) = 234 + 0 = 235 mm² Final Bottom Compression Steel Area Required (3D) = 234 + 2 = 236 mm² Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²) LOCATION : 1/4 SPAN (2-D PLAN ANALYSIS RESULT) Design Bending Moment = 1.4 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 1.4 × 1000000 / (300.0 × 559.0²) = 0.015 N/mm² Singly Reinforced Design, limit Mu / bd² < kk1 Mu / bd² = 0.015 <= 4.691 Design as Singly Reinforced Rectangular Beam Concrete Neutral Axis, x = 0.683 mm Concrete Compression Force, Fc = k1 × b × x / 1000 = 12.12 × 300 × 0.683 / 1000 = 2.48 kN Steel Area Required, AsReq = Fc × 1000 / (fy / γs) = 2.48 × 1000 / (460 / 1.05) = 6 mm² Moment Capacity = Fc × (d - k2 × x) / 1000 = 2.48 × (559.0 - 0.4518 × 0.683) / 1000 = 1.4 kNm Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Bottom Compression Steel Area Required = 234 mm²

LOCATION : 1/4 SPAN (3-D ANALYSIS RESULT) Design Bending Moment = 0.0 kNm Width, b = 300.0 mm Effective Depth, d = 559.0 mm Mu / bd² = 0.0 × 1000000 / (300.0 × 559.0²) = 0.000 N/mm² Design to minimum steel percentage specified by code, Maximum Depth of Section = 600.0 mm Minimum Tension Steel Area Required = 0.13% × 300.0 × 600.0 = 234 mm² Top Tension Steel Area Required = 234 mm² Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.7 × 10³ / (0.9524 × 460) = 2 mm² Additional Tension Steel Required by Top Reinforcement, AstTop = Ast / 4 = 0 mm² Additional Tension Steel Required by Bottom Reinforcement, AstBot = Ast = 2 mm² Final Top Tension Steel Area Required (3D) = 234 + 0 = 235 mm² Final Bottom Compression Steel Area Required (3D) = 234 + 2 = 236 mm² Top Reinforcement Provided = 3T12 (339 mm²) Bottom Reinforcement Provided = 3T12 (339 mm²)

TENSILE FORCE WITHIN SPAN Tension Force (Max) From 3D Analysis, P3D = 0.7 kN Additional Tension Steel Required along span (Axial Load), Ast = Ft / (fyy × fy) = 0.7 × 10³ / (0.9524 × 460) = 2 mm² * Steel area required by tensile force applied to top and bottom reinforcement only

SHEAR & TORSION DESIGN CALCULATION LOCATION : SECTION 1 LEFT SUPPORT (B:0 mm E:513 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm License Number: Timer-SN111-C0-1 317/321

Shear at Location of Maximum Torsion, V = 24.4 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 24.4 × 1000 / (300.0 × 559.0) = 0.15 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.15 + 0.00 = 0.15 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 27.5 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 27.5 × 1000 / (300.0 × 559.0) = 0.16 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 27542 × 600.0 / 49494986 = 0.33 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-713.7 / 180000.0) × 0.33 = 0.393 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -713.7 / (180000.0 × 0.39)] = 0.392 N/mm² Select νc2' as νc' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.164 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 MIDDLE ZONE (B:513 mm E:1538 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 27.5 kN License Number: Timer-SN111-C0-1 318/321

Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 27.5 × 1000 / (300.0 × 559.0) = 0.16 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.16 + 0.00 = 0.16 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 33.7 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 33.7 × 1000 / (300.0 × 559.0) = 0.20 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 33742 × 600.0 / 18086874 = 1.12 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-713.7 / 180000.0) × 1.00 = 0.392 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -713.7 / (180000.0 × 0.39)] = 0.392 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.201 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm LOCATION : SECTION 1 RIGHT SUPPORT (B:1538 mm E:2050 mm from left grid of span) Maximum Torsion within Zone, T = 0.0 kNm Shear at Location of Maximum Torsion, V = 36.8 kN Link Horizontal Dimension, h1 = b - 2 × Side Cover - DiaLink = 300 - 2 × 29 - 6 = 236 mm License Number: Timer-SN111-C0-1 319/321

Link Vertical Dimension, v1 = h - 2 × Cover - DiaLink = 600 - 2 × 29 - 6 = 536 mm Dimension x1 = Min (h1, v1) = 236 mm, y1 = Max (h1, v1) = 536 mm Section Dimension: Dmin = 300.0 mm, Dmax = 600.0 mm Torsion Stress, νst = 2 × T × 106 / (Dmin² × (Dmax - Dmin / 3)) = 0.00 N/mm² Effective depth, d = 559.0 mm Shear Stress, νss = V × 1000 / (b × d) = 36.8 × 1000 / (300.0 × 559.0) = 0.22 N/mm² Part 2 : Clause 2.4.6 and Table 2.3 Maximum Combined Stress Allowed, νtu = Min (0.8 × √fcu, 5) = 4.38 N/mm² Total Stress, νTot = νss + νst = 0.22 + 0.00 = 0.22 N/mm² ≤ νtu (4.38 N/mm²) Checking for Combined Stress Allowed Pass Part 2: Clause 2.4.5 Additional Checking While Small Cross Section (y1 < 550 mm) Larger Link Dimension, y1 = 536.0 mm < 550 mm νtu × y1 / 550 = 4.38 × 536.0 / 550 = 4.27 N/mm² νst = 0.00 N/mm² ≤ 4.27 N/mm² Checking for Torsion Stress Allowed Pass Part 2 : Clause 2.4.6 Table 2.3 Torsion Strength contributed by concrete, νt,min = Min (0.067 × √fcu, 0.4) = 0.37 N/mm² Torsion Stress, νst = 0.00 N/mm² < νt,min = 0.37 N/mm² -> No Torsion Reinforcement is needed Maximum Shear within Zone, V = 36.1 kN Maximum Shear Stress Allowed, νMax = Min (0.8 × √30, 5) = 4.38 N/mm² - Clause 3.4.5.2 Shear Stress, νss = V × 1000 / (b × d) = 36.1 × 1000 / (300.0 × 559.0) = 0.22 N/mm² ≤ νMax (4.38 N/mm²) Checking for Maximum Shear Stress Allowed Pass Tension Steel Area Provided, Ast = 339 mm² - Table 3.8: Values of νc, design concrete shear stress Steel Percentage, 100 × As / (bv × d) = 0.20 % ≤ 3.0 % Effective Depth Ratio, edr = 400 / d = 400 / 559.0 = 0.716 (400 / d)^ ¼ = 0.920 < 1, (400 / d)^ ¼ taken as 1 Minimum fcu, fcuMin = 25 N/mm², Concrete Grade Ratio, Min(fcu, 40) / fcuMin = 30 / 25 = 1.200 Concrete Shear Capacity, νc = 0.79 {100 As / (bv d)}⅓ (400 / d)¼ (fcu / 25)⅓ / γm = 0.79 × {0.20}⅓ × 1.000 × (1.200)⅓ / 1.25 = 0.39 N/mm² Clause 3.4.5.12: eqn. 6a VhM Ratio = V × h / M = 36085 × 600.0 / 4411463 = 4.91 > 1.00, VhM Ratio taken as 1.00 Design Shear Capacity, νc1' = νc + 0.60 × (N / Ac) × VhM = 0.394 + 0.60 × (-713.7 / 180000.0) × 1.00 = 0.392 N/mm² Clause 3.4.5.12: eqn. 6b Design Shear Capacity, νc2' = νc × √[1 + N / (Ac × νc)] = 0.394 × √[1 + -713.7 / (180000.0 × 0.39)] = 0.392 N/mm² Design Shear Capacity, νc2' > νc1' --> Use νc1' for design Minimum Design Shear Stress, νMin = 0.40 N/mm² νss = 0.215 < νc' + 0.4, Provides only minimum link Design for minimum Shear Stress, νd = νmin = 0.40 N/mm² Shear Link Area / Spacing Ratio, SAsv_Sv = (vd × b) / (fyy × fy) = (0.40 × 300) / (0.95 × 220) = 0.573 mm²/mm Shear Reinforcement Provided : 2R6-175 (Link spacing is governed by user setting) Shear Link Area / Spacing Ratio Provided = 0.646 mm²/mm > 0.573 mm²/mm

DEFLECTION CHECKING FOR SPAN Basic Span / Effective Depth Ratio, Br = 26.0 Span Length, l = 2050.0 mm, Effective Depth, d = 559.0 mm Actual Span / Effective Depth Ratio, Ar = 3.7 Ultimate Design Moment, Mu = 59.6 kNm Design Steel Strength, fy = 460.0 N/mm² Tension Steel Area Required, AsReq = 251 mm² License Number: Timer-SN111-C0-1 320/321

Tension Steel Area Provided, AsProv = 339 mm² Compression Steel Area Provided, AsProv (Comp.) = 339 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 - Table 3.11: Modification factor for compression reinforcement Design Service Stress in Tension Reinforcement, Equation 8 fs = {(2 × fy × AsReq) / (3 × AsProv)} × (1 / ßb) = {(2 × 460.0 × 251) / (3 × 339)} × (1 / 1.00) = 226.8 N/mm² Modification Factor for Tension Reinforcement, Equation 7 MFt = 0.55 + {(477 - fs) / (120 × (0.9 + (M/bd²)))} = 0.55 + {(477 - 226.8) / (120 × (0.9 + (59.6 × 1000000 / (300 × 559.0²)))} = 1.91 <= 2.0 New Modification Factor for Compression Reinforcement, Equation 9 MFc = 1 + {(100 × AsProv / (b × d)) / (3 + (100 × AsProv / (b × d)))} = 1 + {(100 × 339 / (300.0 × 559.0)) / (3 + (100 × 339 / (300.0 × 559.0)))} = 1.06 <= 1.5 New Deflection Ratio = (Br × MFt × MFc) / Ar = (26.0 × 1.91 × 1.06) / 3.7 = 14.38 Ratio >= 1.0 : Deflection Checked PASSED

BEAM SUPPORT REACTION TABLE Current Beam Grid Mark: H/4-1 Beam Support Reactions Support No.

Grid Mark

Support Type

1 2 3 4

4 3 2 1

Column Column Column Column

License Number: Timer-SN111-C0-1 321/321

Support Reaction, kN Dead Load 2.1 11.4 12.6 3.2

Live Load 0.1 -0.1 -0.1 0.1