Quantify Dead Loads Acting on Structure Beam Self-Weight (Assume that initial beam size 150 mm x 300mm) = Beam Size x Concrete Density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m Ground Floor Gym Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Library Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Arcade Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Brick Wall: = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
First Floor Balcony: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6kN/m2 Guest Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2
Mini Bar: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Dressing Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Brick Wall: = Wall Height x Thickness x Density = 2.8 m x 0.15 m x 19 kN/m3 = 7.98 kN/m
Quantify Live Loads Acting on Structure Ground Floor Gym Room: 5.0 kN/m2 Library Room: 4.0 kN/m2 Arcade Room: 2.0 kN/m2 First Floor Balcony: 2.0 kN/m2 Guest Room: 1.5 kN/m2 Mini Bar: 2.0 kN/m2 Dressing Room: 2.0 kN/m2 (According to 4th schedule of UBBL for live load according to the function of the space.)
Identify One Way or Two Way Slab Indicating the Distribution of Load from Slab to Beam Ly = Longer side of slab LX = Shorter side of slab slab. Ground Floor Arcade Room = 3875 m / 3070 m = 1. 26 < 2 (two way slab) Gym Room = 4500 m / 1500 m = 3 > 2 (one way slab) = 4500m / 2375 m =1.90 < 2 (two way slab) Library Room = 2501 m / 2375 m = 1.05 < 2 (two way slab)
First Floor Dressing Room = 3875 m / 3070 m = 1.26 < 2 (two way slab) Guest Room = 4500 m / 1488 m = 3 > 2 (one way slab) = 2411 m / 2387 m = 1.01 < 2 (two way slab) Balcony = 2387 m / 2089 m = 1.14 < 2 (two way slab) Mini bar: = 2375 m / 1499 m = 1.60 < 2 (two way slab) = 1488 m / 1002 m = 1.49 < 2 (two way slab) = 1002 m / 887 m = 1.13 < 2 (two way slab)
When Ly / LX > 2, it is a one way slab. When Ly / LX < 2 or =2, it is a two way
Load Distribution Diagram To identify how much load would be transferred from the slab to each adjacent beam
Beam Analysis Calculation Ground Floor Beam, 2 / A-C 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 1-2 (two way slab) > A-B / 2-3 (two way slab) 3) Brick wall – Dead Load Beam Self weight
= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m
Brick wall weight
= Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-C / 1-2 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab A-C / 1-2 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (3.1 m / 2) = 5.58 kN/m Dead Load on slab A-B / 2-3 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.4 m / 2) = 4.32 kN/m
Total Dead Load Total for A-B = 1.08 kN/m + 9.69 kN/m + 5.58 kN/m +4.32 kn/m = 20.37 kN/m Total for B-C = 1.08 kN/m + 9.69 kN/m + 4.32 kN/m = 16.35 kN/m
Live Load on slab A-C / 1-2 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 1-2 = Live load on slab x (LX / 2) = 2 kN/m2 x (3.1 m / 2) = 3.1 kN/m Live Load on slab A-B / 2-3 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 2-3 = Live load on slab x (LX / 2) = 5 kN/m2 x (2.4 m / 2) = 6 kN/m
Total Live Load Total for A-B = 3.1 kN/m + 6 Kn/m = 9.31 kN/m Total for B-C = 3.1 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B
= 20.37 kN/m x 1.4 = 28.59 kN/m
Dead load B-C
= 16.35 kN/m x 1.4 = 22.89 kN/m
Live load A-B Live load B-C
= 9.31 kN/m x 1.6 = 14.90 kN/m = 3.10 kN/m x 1.6 = 4.96 kN/m
Ultimate load A-B Ultimate load B-C
= 28.59 kN/m + 14.9 kN/m = 43.49 kN/m = 22.89 kN/m + 4.96 kN/m = 27.85 kN/m
Reactions ΣMA = 0 = (Ray x 3.9) – (41.78 x 0.75) – (104.38 x 2.7) – 91.15 x 1.5 = 0 = 3.9 Ray – 31.34 – 281.83 –136.73=0 = 3.9 R2y – 449.9= 0 = Ray = 449.9/3.9 Ray = 115.36kN ΣFy
R1y
=0 = Ray +Rcy – 104.38 – 41.78 – 91.15 =0 = 115.36 + Rcy – 237.31 = 0 = Rcy – 121.95 = 0 = 121.95 kN
Ground Floor Beam, 3 / A-B 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-B / 2-3 (two way slab) > A-B / 3-4 (two way slab) 3) Brick wall – Dead Load Beam Self weight = Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m Brick wall weight = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-B / 2-3 (two way slab) Load is transferred to beam 3 / A-B in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.4 m / 2) = 4.32 kN/m Dead Load on slab A-B / 3-4 (two way slab) Load is transferred to beam 3 / A-B in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 3-4 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.4 m / 2) = 4.32 kN/m
Total Dead Load Total for A-B = 1.08 kN/m + 9.69 kN/m + 4.32 kN/m + 4.32 kN/m = 19.41 kN/m
Live Load on slab A-B / 2-3 (two way slab) Load is transferred to beam 3 / A-B in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 2-3 = Live load on slab x (LX / 2) = 5 kN/m2 x (2.4 m / 2) = 6 kN/m Live Load on slab A-B / 2-3 (two way slab) Load is transferred to beam 3 / A-B in a triangular form. Live load from slab A-B / 3-4 = Live load on slab x (LX / 2) = 4 kN/m2 x (2.4 m / 2) = 4.8 kN/m
Total Live Load Total for A-B = 6 kN/m +4.8 kN/m = 10.8 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B
= 19.41 kN/m x 1.4 kN/m = 27.17 kN/m
Live load A-B
= 10.8 kN/m x 1.6 kN/m = 17.28 kN/m
Ultimate load A-B
= 27.17 kN/m + 17.28 kN/m = 44.45 kN/m
Reactions ΣMA = 0 = (Ray x 2.4) – (106.68 x 1.2) = 0 = 2.4Ray – 128.02 =0 = 2.4Ray – 128.02= 0 Ray = 128.02/2.4 Ray = 53.34 kN ΣFy
Ray
=0 = Ray + Rby – 106.68 =0 = 53.34 + Rby – 106.68 = 0 = Ray – 53.34 = 0 = 53.34 kN
Ground Floor Beam, B / 2-3 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-B / 2-3 (two way slab) > B-C / 2-3 (one way slab) 3) Brick wall – Dead Load Beam Self weight
= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3
= 1.08 kN/m Brick wall weight = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-B / 2-3 (two way slab) Load is transferred to beam B / 2-3 in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.4 m / 2) = 4.32 kN/m Dead Load on slab B-C / 2-3 (one way slab) Load is transferred to beam B / 2-3 in a UDL form. Dead load from slab B-C / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.5 m / 2) = 2.7 kN/m
Total Dead Load Total for 2-3 = 1.08 kN/m + 9.69 kN/m + 4.32 kN/m + 2.7 kN/m = 17.79 kN/m
Live Load on slab A-B / 2-3 (two way slab) Load is transferred to beam B / 2-3 in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 2-3 = Live load on slab x (LX / 2) = 5 kN/m2 x (2.4 m / 2) = 6 kN/m Live Load on slab B-C / 2-3 (one way slab) Load is transferred to beam B / 2-3 in a UDL form. Live load from slab A-B / 3-4 = Live load on slab x (LX / 2) = 5 kN/m2 x (1.5 m / 2) = 3.75 kN/m
Total Live Load Total for 2-3 = 6 kN/m + 3.75 kN/m = 9.75 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load 2-3
= 17.79 kN/m x 1.4 = 24.91 kN/m
Live load 2-3
= 9.75 kN/m x 1.6 = 15.6 kN/m
Ultimate load 2-3
= 24.91 kN/m + 15.6 kN/m = 40.51 kN/m
Reactions ΣMA = 0
R2y
= (R2y x 4.5) – (182 x 2.25) = 0 = 4.5 R2y – 410.18 =0 = 4.5 R2y = 410.18 = 91.15 kN
ΣFy
=0
R1y
= R2y +R3y – 182.3 =0 = 91.15 + R1y – 182.3 = 0 = R1y – 91.15 = 0 = 91.15 kN
First Floor Beam, 5 / A-C 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 4-5 (two way slab) > A-B / 5-6 (two way slab) > B-C / 5-6 (two way slab) 3) Brick wall – Dead Load Beam Self weight = Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m Brick wall weight = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-C / 4-5 (two way slab) Load is transferred to beam 5 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.5 m / 2) = 2.7 kN/m Dead Load on slab A-B / 5-6 (two way slab) Load is transferred to beam 5 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 5-6 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.0 m / 2) = 1.8 kN/m Dead Load on slab B-C / 5-6 (two way slab) Load is transferred to beam 5 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 5-6 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (0.9 m / 2) = 1.62 kN/m
Total Dead Load Total for A-B = 1.08 kN/m + 9.69 kN/m + 2.7 kN/m + 1.8 kN/m = 15.27 kN/m Total for B-C = 1.08 kN/m + 9.69 kN/m +2.7 kN/m + 1.62 kN/m = 15.09 kN/m
Live Load on slab A-C / 4-5 (two way slab) Load is transferred to beam 5 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 2-3 = Live load on slab x (LX / 2) = 2 kN/m2 x (1.5 m / 2) = 1.5 kN/m Live Load on slab A-B / 5-6 (two way slab)
Load is transferred to beam 5 / A-C in a triangular form. Live load from slab A-B / 3-4 = Live load on slab x (LX / 2) = 2 kN/m2 x (1.0 m / 2) = 1.0 kN/m Live Load on slab B-C / 5-6 (two way slab) Load is transferred to beam 5 / A-C in a triangular form. Live load from slab A-B / 3-4 = Live load on slab x (LX / 2) = 2 kN/m2 x (0.9 m / 2) = 0.9 kN/m Total Live Load Total for A-B = 1.5 kN/m + 1.0 kN/m = 2.5 kN/m Total for B -C = 1.5 kN/m + 0.9 kN/m = 2.4 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B Dead load B-C
= 15.27 kN/m x 1.4 = 21.38 kN/m = 15.09 kN/m x 1.4 = 21.13 kN/m
Live load A-B Live load B-C
= 2.50 kN/m x 1.6 = 4 kN/m = 2.40 kN/m x 1.6 = 3.84 kN/m
Ultimate load A-B Ultimate load B-C
= 21.38 kN/m + 4 kN/m = 25.38 kN/m = 21.13kN/m + 3.84 kN/m = 24.97 kN/m
Reactions ΣMA = 0 = (Ray x 2.4) – (22.22 x 0.46) – (37.82 1.22) – 11.45 X 0.9 = 0 = 2.4 Ray – 10.22 – 46.14 -10.31=0 = 2.4Ray -66.67 = 0 =Ray = 66.67/2.4 RAy = 27.78 kN ΣFy
RCy
=0 = RAy +RCy – 37.82 – 22.22 -11.45=0 = 27.78 + RCy – 71.5= 0 = RCy – 43.72 = 0 = 43.72 kN
First Floor Beam, C / 4-6 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 4-5 (two way slab) > B-C / 5-6 (two way slab) 3) Brick wall – Dead Load Beam Self weight
= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3
= 1.08 kN/m Brick wall weight = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-C / 4-5 (two way slab) Load is transferred to beam C / 4-6 in a trapezoidal form. Convert it into UDL. Dead load from slab A-C / 4-5 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.5 m / 2) = 2.7 kN/m Dead Load on slab B-C / 5-6 (two way slab) Load is transferred to beam C / 4-6 in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 5-6 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (0.9 m / 2) = 1.62 kN/m
Total Dead Load Total for 4-5 = 1.08 kN/m + 9.69 kN/m + 2.7 kN/m = 13.47 kN/m Total for 5-6 = 1.08 kN/m + 9.69 kN/m + 1.62 kN/m = 12.39 kN/m
Live Load on slab A-C / 4-5 (two way slab) Load is transferred to beam C / 4-6 in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 4-5 = Live load on slab x (LX / 2) = 2 kN/m2 x (1.5 m / 2) = 1.5 kN/m Live Load on slab B-C / 5-6 (two way slab) Load is transferred to beam C / 4-6 in a trapezoidal form. Convert it into UDL. Live load from slab B-C / 5-6 = Live load on slab x (LX / 2) = 2 kN/m2 x (0.9 m / 2)
= 0.9 kN/m Total Live Load Total for 4-5 = 1.5 kN/m
Total for 5-6 = 0.9 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load 4-5 Dead load 5-6
= 13.47 kN/m x 1.4 = 18.86 kN/m = 12.39 kN/m x 1.4 = 17.35 kN/m
Live load 4-5 Live load 5-6
= 1.50 kN/m x 1.6 = 2.4 kN/m = 0.90 kN/m x 1.6 = 1.44 kN/m
Ultimate load 4-5 Ultimate load 5-6
= 18.86 kN/m + 2.4 kN/m = 21.26 kN/m = 17.35 kN/m + 1.44 kN/m = 18.79 kN/m
Reactions ΣMA = 0 = (R4y x 2.5) – (18.79 x 0.50) – (31.89 X 1.75) –43.72 x 1.0= 0 = 2.5 R4y – 9.40 – 55.81 – 43.72=0 = 2.5 R2y – 108.45 = 0 = R4y = 108.93/2/5 = 43.57 kN
R2y ΣFy
R1y
=0 = R4y +R6y –31.89 – 18.79 – 43.72 =0 = 43.57 + R6y – 94.4 = 0 = R6y – 50.54 = 0 = 50.83 kN
First Floor Beam, B / 5-6 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-B / 5-6 (two way slab) > B-C / 5-6 (two way slab) 3) Brick wall – Dead Load Beam Self weight = Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m Brick wall weight = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m
Dead Load on slab A-B / 5-6 (two way slab) Load is transferred to beam B / 5-6 in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 5-6 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.0 m / 2) = 1.8 kN/m
Dead Load on slab B-C / 5-6 (two way slab) Load is transferred to beam B / 5-6 in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 5-6 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (0.9 m / 2) = 1.62 kN/m
Total Dead Load Total for 5-6 = 1.08 kN/m + 9.69 kN/m + 1.8 kN/m + 1.62 kN/m = 14.19 kN/m
Live Load on slab A-B / 5-6 (two way slab) Load is transferred to beam B / 5-6 in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 5-6 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.0 m / 2) = 1.0 kN/m
Live Load on slab B-C / 3-4 (two way slab)
Load is transferred to beam B / 5-6 in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 3-4 = Live load on slab x (LX / 2) = 2 kN/m2 x (0.9 m / 2) = 0.9 kN/m Total Live Load Total for 5-6 = 1.0 kN/m + 0.9 kN/m = 1.9 kN/m
Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load 5-6
= 14.19 kN/m x 1.4 = 19.87 kN/m
Live load 5-6
= 1.9 kN/m x 1.6 = 3.04 kN/m
Ultimate load 5-6
= 19.87 kN/m + 3.04 kN/m = 22.91 kN/m
Reactions ΣMA = 0
R2y
= (R5y x 1.0) – (22.91 x 0.50) = 0 = 1.0 R5y – 11.45 =0 = 11.45 kN
ΣFy
=0
R6y
= R5y +R6y – 22.91 =0 = 11.46 + R6y –22.91 = 0 = R6y – 11.45 = 0 = 11.45 kN
Column Analysis Calculation (Tributary Area Method) To identify how much load would be transferred from slab to column Column A/1 Roof Flab Roof Slab Slab thickness = 200mm = 0.20m x 24 kN/m3 = 4.8 kN/m2 Area = 1.94 m x 1.55 m = 3.0 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 3.0m2 = 14.4 kN Beam Self â&#x20AC;&#x201C; Weight = 1.08 kN/m2 x (1.94m + 1.55m) =3.78 kN TOTAL DEAD LOAD OF ROOF = 14.44 kN + 3.78 kN =18.22 kN
First Floor Slab (Dressing Room) = 3.6 kN/m2 x (1.94m x 1.55m) =10.8 kN Beam Self-Weight = 1.08 kN/m x (1.94m + 1.55m) = 3.78 Kn Brick Wall =9.69 kN/m x (1.94m + 1.55m) =33.82 kN TOTAL DEAD LOAD OF FIRST FLOOR = 10.8 kN + 3.77 kN + 33.82 kN = 48.4 kN Ground Floor Slab (Arcade Room) = 3.6 kN/m2 x (1.94m x 1.55m) =10.8 kN
Beam Self-Weight = 1.08 kN/m x (1.94m + 1.55m) = 3.78 Kn Brick Wall =9.69 kN/m x (1.94m + 1.55m) =33.82 kN TOTAL DEAD LOAD OF GROUND FLOOR = 10.8 kN + 3.78 kN + 33.82 kN = 48.4 kN TOTAL DEAD LOAD FROM ROOF TO FOUDATION 18.22 kN + 48.4 kN + 48.4 kN = 115.02 kN Live Load Roof Live Load of Flab Roof Slab 0.5 kN/m2 x 3.0 m2 =1.5 kN First Floor Slab (Dressing Room) = 2.0 kN/ m2 x (1.94m x 1.55m) = 6 kN Ground Floor Slab (Arcade Floor) =2.0 kN/m2 x (1.94m x 1.55m) =6 kN TOTAL LIVE LOAD FROM ROOF RO FOUNDATION 1.5 kN + 6 kN + 6 kN =13.5 kN Ultimate Load 115 kN x 1.4 + 13.5 kN x 1.6 =182.63 kN Assumption Fcu = 30N.mm2 (concrete strength) Fy = 250 n/MM2 (Yield strength of steel) Ac = 100 X 150 = 15000 mm2 (cross section of concrete column) Asc = 15000 mm2 x 1% = 150 mm2 (steel content in a column) Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy
=0.4(30) (100 x 150) +0.8 (150) (250) =210000 kN =210 kN
The suitable size of column A/1 is 100mm X 150 mm, which can sustain ultimate load of 182.63 kN.
Column A/4 Roof Flab Roof Slab Slab thickness = 200mm = 0.20m x 24 kN/m3 = 4.8 kN/m2 Area = 1.19 m x 1.25 m = 1.49 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 1.49 m2 = 7.15 kN Beam Self â&#x20AC;&#x201C; Weight = 1.08 kN/m2 x (1.19m + 1.25m) =2.64 kN TOTAL DEAD LOAD OF ROOF = 7.15 kN + 2.64 kN = 9.79 kN
First Floor Slab (Mini Bar) = 3.6 kN/m2 x (1.19m x 1.25m) = 5.36 kN Beam Self-Weight = 1.08 kN/m x (1.19m + 1.19m + 1.25m) = 3.92 Kn Brick Wall =9.69 kN/m x (1.19m + 1.25m) =23.64 kN
TOTAL DEAD LOAD OF FIRST FLOOR = 5.36 kN + 3.93 kN + 23.64 kN = 32.93 kN Ground Floor Slab (Library) = 3.6 kN/m2 x (1.19m x 1.25m) =5.36 kN Beam Self-Weight = 1.08 kN/m x (1.19m + 1.25m) = 2.64 Kn Brick Wall =9.69 kN/m x (1.19m + 1.25m) =23.64 kN TOTAL DEAD LOAD OF GROUND FLOOR = 5.36 kN + 2.64 kN + 23.64 kN = 31.64 kN TOTAL DEAD LOAD FROM ROOF TO FOUDATION 9.79 kN + 32.93 kN + 31.64 kN = 74.36 kN Live Load Roof Live Load of Flab Roof Slab 0.5 kN/m2 x 1.49 m2 =0.75 kN First Floor Slab (Mini Bar) = 2.0 kN/ m2 x (1.94m x 1.25m) = 2.98 kN Ground Floor Slab (Library) =4.0 kN/m2 x (1.19m x 1.25m) =5.96 kN TOTAL LIVE LOAD FROM ROOF RO FOUNDATION 0.75 kN + 2.98 kN + 5.96 kN =9.69 kN Ultimate Load 74.36 kN x 1.4 + 9.69 kN x 1.6 =119.61 kN
Assumption Fcu = 30N.mm2 (concrete strength) Fy = 250 n/MM2 (Yield strength of steel) Ac = 100 X 100 = 10000 mm2 (cross section of concrete column) Asc = 10000 mm2 x 1% = 100 mm2 (steel content in a column) Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy =0.4(30) (100 x 100) +0.8 (100) (250) =140000 kN =140 kN
The suitable size of column A/4 is 100mm X 100 mm, which can sustain ultimate load of 119.61 kN.
Column A/3 Roof Flab Roof Slab Slab thickness = 200mm = 0.20m x 24 kN/m3 = 4.8 kN/m2 Area = 2.25 m x 1.19 m = 2.68 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 2.68m2 = 12.86 kN Beam Self â&#x20AC;&#x201C; Weight = 1.08 kN/m2 x (1.19m + 2.25m) =3.72 kN TOTAL DEAD LOAD OF ROOF = 12.86 kN + 3.72 kN
=16.58 kN
First Floor Slab (Guest Room) = 3.6 kN/m2 x (1.04m x 1.19m) =4.46 kN Beam Self-Weight = 1.08 kN/m x (1.04m + 1.19m) = 2.41 Kn Brick Wall =9.69 kN/m x (1.04m + 1.19m) =21.61 kN TOTAL DEAD LOAD OF FIRST FLOOR = 4.46 kN + 2.41 kN + 21.61 kN = 28.48 kN Ground Floor Slab (Gym Room) = 3.6 kN/m2 x (1.19m x 2.25m) =9.65 kN Beam Self-Weight = 1.08 kN/m x (1.19m + 2.25m) = 3.72 Kn Brick Wall =9.69 kN/m x (1.19m + 2.25m) =33.33 kN TOTAL DEAD LOAD OF GROUND FLOOR = 9.65 kN + 3.72 kN + 33.33 kN = 46.7 kN TOTAL DEAD LOAD FROM ROOF TO FOUDATION 16.58 kN + 28.48 kN + 46.7 kN = 91.76 kN Live Load Roof Live Load of Flab Roof Slab 0.5 kN/m2 x 2.68 m2 =1.34 kN
First Floor Slab (Guest Room) = 1.5 kN/ m2 x (1.04m x 1.19m) = 1.86 kN Ground Floor Slab (Gym Room) =5.0 kN/m2 x (1.19m x 2.25m) =13.4 kN TOTAL LIVE LOAD FROM ROOF RO FOUNDATION 1.34 kN + 1.86 kN + 13.4 kN =16.6 kN Ultimate Load 91.76 kN x 1.4 + 16.6 kN x 1.6 =155.02 kN
Assumption Fcu = 30N.mm2 (concrete strength) Fy = 250 n/MM2 (Yield strength of steel) Ac = 100 X 125 = 12500 mm2 (cross section of concrete column) Asc = 12500 mm2 x 1% = 125 mm2 (steel content in a column) Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy =0.4(30) (100 x 125) +0.8 (125) (250) =175000 kN =175 kN
The suitable size of column A/3 is 100mm X 100 mm, which can sustain ultimate load of 155.02 kN.
Column C/2 Roof Flab Roof Slab Slab thickness = 200mm = 0.20m x 24 kN/m3 = 4.8 kN/m2 Area = 1.94 m x 1.55 m = 3.00 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 3.00m2 = 14.44 kN Beam Self – Weight = 1.08 kN/m2 x (1.94m + 1.55m) =3.78 kN TOTAL DEAD LOAD OF ROOF = 14.44 kN + 3.78 kN =18.22 kN
First Floor Slab (Dressing Room) = 3.6 kN/m2 x (1.94m x 1.55m) =10.8 kN Beam Self-Weight = 1.08 kN/m x (1.94m + 1.55m) = 3.78 Kn Brick Wall =9.69 kN/m x (1.94m + 1.55m) =33.82 kN TOTAL DEAD LOAD OF FIRST FLOOR = 10.8 kN + 3.78 kN + 33.82 kN = 48.4 kN Ground Floor Slab (Arcade Room) = 3.6 kN/m2 x (1.94m x 1.55m) =10.8 kN Beam Self-Weight = 1.08 kN/m x (1.94m + 1.55m) = 3.78 Kn
Brick Wall =9.69 kN/m x (1.94m + 1.55m) =33.82 kN TOTAL DEAD LOAD OF GROUND FLOOR = 10.8 kN + 3.78 kN + 33.82 kN = 48.4 kN TOTAL DEAD LOAD FROM ROOF TO FOUDATION 18.22 kN + 48.4 kN + 48.4 kN = 115.02 kN Live Load Roof Live Load of Flab Roof Slab 0.5 kN/m2 x 3.0 m2 =1.5 kN First Floor Slab (Dressing Room) = 2.0 kN/ m2 x (1.94m x 1.55m) = 6 kN Ground Floor Slab (Arcade Floor) =2.0 kN/m2 x (1.94m x 1.55m) =6 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 1.5 kN + 6 kN + 6 kN =13.5 kN Ultimate Load 115.02 kN x 1.4 + 13.5 kN x 1.6 =182.63 kN Assumption Fcu = 30N.mm2 (concrete strength) Fy = 250 n/MM2 (Yield strength of steel) Ac = 100 X 150 = 15000 mm2 (cross section of concrete column) Asc = 15000 mm2 x 1% = 150 mm2 (steel content in a column) Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy =0.4(30) (100 x 150) +0.8 (150) (250) =210000 kN =210 kN
The suitable size of column C/2 is 100mm X 150 mm, which can sustain ultimate load of 182.63 kN.
Building Structure [ARC 2522] PROJECT 2 EXTENSION OF A R.C BUNGALOW
NAME : BRANDON ANG EE SHEN STUDENT ID : 0302955 LECTURER : MS ADIB SUBMISSION DATE : 12 JUNE 2014