Building Structures [ARC2522/2523] PROJECT 2: EXTENSION OF A R.C. BUNGALOW
Case Study Address: 15-01, Jalan Pandan Ria 6, Pusat Perdagangan Pandan 81100 Kangkar Tebrau, Johor Darul Takzim
Name
:
Tong Chia Sin
Student ID :
1101A12324
Lecturer
Mr. Mohd. Adib Ramli
:
Table of Contents 1.0
Introduction………………………………………………………………………………………………………………3
2.0
Design Brief………………………………………………………………………………………………………………3
3.0
Extension Proposal……………………………………………………………………………………………………4
4.0
Structural Plans…………………………………………………………………………………………………………6
5.0
Quantify Dead and Live Loads Acting On Structure……………………………………………………8
6.0
Distribution of Load………………………………………………………………………………………………….9
7.0
Analysis of Structural Beams…………………………………………………………………………………..10
8.0
Column Analysis Calculation (Tributary Area Method)……………………………………………37
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1.0INTRODUCTION Location of our case study building is located in Kangkar Tebrau, Johor. The structural elements such as columns and beams are observed identified and documented in drawings. With that, a proposal to come up with an extension idea individually is expected. Along with the columns’ load distribution, the load distribution on the structure must be identified through an analysis of the beams’ load distribution, bending moment and shear force.
2.0DESGIN BRIEF The proposed extension area must follow fixed criteria. First of all area of extension must not 30% of the total area of the house. The extension must also be sideways and of two-storey in height. This is followed by the appropriate allocation of structural componetns including columns, beams and floor slabs. A variety type of load is recommended. The house lacks a space for entertainment and reading spaces. Therefore, a proposal to extend the ground floor make room for a billiard room and a reading room is made to allow for the users to relax during their free time. On the first floor, an extension to the master room is made to create a space for a walk-in closet. A study is added to allow for a quiet and conducive environment for the user to study. This room is has private access from Bedroom 1.
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3.0EXTENSION PROPOSAL
GROUND FLOOR PLAN, 1:125
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FIRST FLOOR PLAN, 1:125
4.0STRUCTURAL PLANS
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5.0Quantify Dead and Live Loads Acting On Structure
DEAD LOADS Ground Floor S1 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³ = 3.6kN/m³ S2 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³
S3 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³ = 3.6kN/m³ S4 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³
= 3.6kN/m³
= 3.6kN/m³
First Floor S5 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³ = 3.6kN/m³
S6 Slab thickness = 150mm Slab self-weight = 0.15 x 24kN/m³ = 3.6kN/m³
LIVE LOADS (According to 4th schedule of UBBL for live load according to function of space.)
Ground Floor Billiard Room = 2.0kN/m³
Reading Area = 2.5kN/m³
First Floor
Study = 2.5kN/m³
Walk-in Closet = 1.5kN/m³
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6.0Distribution of Load Identify One Way or Two Way Slab Indicating The distribution load from slab to beam
Ly = Longer side of slab Lx = Shorter side of Slab When Ly / Lx >2, it is a one way slab When Ly / Lx < or = 2, it is a two way slab
S1 2000 ÷ 1200 = 1.7 < 2 (two way) S2 2200 ÷ 1000 =2.2 > 2 (one way) S3 2200 ÷ 2000 =1.1 < 2 (two way) S4 2200 ÷ 2000 =1.1 < 2 (two way) S5 2800 ÷ 2000 =1.4 < 2 (two way) S6 2800 ÷ 2000 =1.4 < 2 (two way)
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7.0Analysis of Structural Beams Ground Floor Beam, D / 1-2 a) Beam Self-Weight b) Slab Dead and Live Load > D-E / 1-2 > B-D / 1-2
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m
Dead Load on Slab D-E / 1-2 Load is transferred to beam D / 1-2 in a UDL form. Dead load from slab D-E / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (1.2 m / 2) = 2.16 kN/m Dead Load on Slab B-D / 1-2 Load is transferred to beam D / 1-2 in a UDL form. Dead load from slab B-D / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab B-D / 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m Total Dead Load = (2.2 + 2.4 + 1.6) kN/m = 6.2 kN/m
Live Load on Slab D-E / 1-2 Load is transferred to beam D / 1-2 in a UDL form. Live load from slab D-E / 1-2 = Live load on slab x (Lx / 2) = 2.0 kN/m²x (1.2 m / 2) = 1.2 kN/m
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Live Load on Slab B-D / 1-2 Load is transferred to beam D / 1-2 in a UDL form. Live load from slab B-D / 1-2 = Live load on slab x (Lx / 2) = 2.0 kN/m²x (2.0 m / 2) = 2.0 kN/m Convert triangular load to UDL by applying a factor of 2/3 Live load from slab B-D / 1-2 = 2/3 x 2.0 kN/m = 1.3 kN/m Total Live Load = (1.2 + 1.3) kN/m = 2.5 kN/m
Total Dead Load Diagram
Total Live Load Diagram
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Ultimate Load Apply a factor 1.4 and 1.6 to dead load and live load respectively Dead Load D / 1-2 = 6.2 kN/m x 1.4 = 8.7 kN/m Live Load D / 1-2 = 2.5 kN/m x 1.6 = 4.0 kN/m Ultimate load = (8.7 + 4.0) kN/m = 12.7 kN/m Ultimate Load Diagram Reactions ∑MD1 = 0 = RD2 (2) – 12.7(2)(1) RD2 = 12.7 kN ∑Fy = 0 = RD1 + RD2 – 12.7(2) RD1 = 12.7 kN
Load Diagram
Shear Force Diagram
Bending Moment Diagram
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Ground Floor Beam, B / 1-2 a) Beam Self-Weight b) Slab Dead and Live Load > B-D / 1-2 > A-B / 1-2
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m
Dead Load on Slab B-D / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Dead load from slab B-D / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab B-D / 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m
Dead Load on Slab A-B / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab A-B / 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m Total Dead Load = (2.4 + 2.4 + 1.6) kN/m = 6.4 kN/m Live Load on Slab B-D / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Live load from slab B-D / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m 15
Convert triangular load to UDL by applying a factor of 2/3 Live load from slab B-D / 1-2 = 2/3 x 2.5 kN/m = 1.7 kN/m Live Load on Slab A-B / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m Convert triangular load to UDL by applying a factor of 2/3 Live load from slab B-D / 1-2 = 2/3 x 2.5 kN/m = 1.7 kN/m Total Live Load = (1.7 + 1.7) kN/m = 3.4 kN/m
Total Dead Load Diagram
Total Live Load Diagram
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Ultimate Load Apply a factor 1.4 and 1.6 to dead load and live load respectively Dead Load B / 1-2 = 6.4 kN/m x 1.4 = 9.0 kN/m Live Load B / 1-2 = 3.4 kN/m x 1.6 = 5.4 kN/m Ultimate load = (9.0 + 5.4) kN/m = 14.4 kN/m Reactions ∑MB1 = 0 = RB2 (2) – 14.4(2)(1) RB2 = 14.4 kN ∑Fy = 0 = RB1 + RB2 – 14.4(2) RB1 = 14.4 kN
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Ground Floor Beam, 2 / A-E a) Beam Self-Weight b) Slab Dead and Live Load > D-E / 1-2 > B-D / 1-2 > A-B / 1-2 > C-E / 2-3 c) Point Load from Beam > D / 1-2 > B / 1-2 > C / 2-3 d) Brick Wall Dead Load
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m Brick Wall Weight
= Wall Height x Thickness x Density = 3.0 m x 0.15m x 19 kN/m³ = 8.6 kN/m
Point Load D / 1-2 = 12.7 kN Point Load B / 1-2 = 14.4 kN Point Load C / 1-2 = 1.6 kN
Dead Load on Slab D-E / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab D-E / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (1.2 m / 2) = 2.2 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab D-E / 1-2 = 2/3 x 2.2 kN/m = 1.5 kN/m Dead Load on Slab B-D / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab B-D / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m 18
Dead Load on Slab A-B / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m
Dead Load on Slab C-E / 2-3 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab C-E / 2-3 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (1.0 m / 2) = 1.8 kN/m
Total Dead Load 2 / A-B = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m 2 / B-C = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m 2 / C-D = (3.6 + 1.8 + 1.6) kN/m = 7.0 kN/m 2 / D-E = (1.5 + 1.8 + 1.6) kN/m = 4.9 kN/m
Live Load on Slab D-E / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab D-E / 1-2 = Live load on slab x (Lx / 2) = 2.0 kN/m²x (1.2 m / 2) = 1.2 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab D-E / 1-2 = 2/3 x 1.2 kN/m = 0.8 kN/m Live Load on Slab B-D / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab B-D / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m Live Load on Slab A-B / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m 19
Live Load on Slab C-E / 2-3 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab C-E / 2-3 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (1.0 m / 2) = 1.3 kN/m Total Live Load 2 / A-B = 2.5 kN/m 2 / B-C = (2.5 + 2.5) kN/m = 5.0 kN/m 2 / C-D = (2.5 + 1.3) kN/m = 7.0 kN/m 2 / D-E = (0.8 + 1.3) kN/m = 2.1 kN/m Total Dead Load Diagram
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Total Live Load Diagram
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Ultimate Load Apply a factor 1.4 and 1.6 to dead load and live load respectively Dead Load 2 / A-B = 13.8 kN/m x 1.4 = 19.3 kN/m 2 / B-C = 13.8 kN/m x 1.4 = 19.3 kN/m 2 / C-D = 7.0 kN/m x 1.4 = 9.8 kN/m 2 / D-E = 4.9 kN/m x 1.4 = 6.9 kN/m Live Load 2 / A-B = 2.5 kN/m x 1.6 = 4.0 kN/m 2 / B-C = 5.0 kN/m x 1.6 = 8.0 kN/m 2 / C-D = 7.0 kN/m x 1.6 = 11.2 kN/m 2 / D-E = 2.1 kN/m x 1.6 = 3.4 kN/m Ultimate Load 2 / A-B = (19.3 + 4.0) kN/m = 23.3 kN/m 2 / B-C = (19.3 +8.0) kN/m = 27.3 kN/m 2 / C-D = (9.8 + 11.2) kN/m = 21.0 kN/m 2 / D-E = (6.9 + 3.4) kN/m = 10.8 kN/m
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Reactions ∑M2A = 0 = R2E (5.6) – 23.3(2.2)(1.1) – 27.3(1.2)(2.8) – 21.0(1.0)(3.9) – 10.8(1.2)(5) – 14.4(2.2) – 1.6(3.4) – 12.7(4.4) R2E = 69.3 kN ∑Fy = 0 = R2A + R2E – 23.3(2.2) – 27.3(1.2) – 21.0(1.0) – 10.8(1.2) – 14.4 –1.6 – 12.7 R2A = 77.4 kN
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Ground Floor Beam, 1 / A-E a) Beam Self-Weight b) Slab Dead and Live Load > D-E / 1-2 > B-D / 1-2 > A-B / 1-2 c) Point Load from Beam > D / 1-2 > B / 1-2 d) Brick Wall Dead Load
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m Brick Wall Weight
= Wall Height x Thickness x Density = 3.0 m x 0.15m x 19 kN/m³ = 8.6 kN/m
Point Load D / 1-2 = 12.7 kN Point Load B / 1-2 = 14.4 kN
Dead Load on Slab D-E / 1-2 Load is transferred to beam 1 / A-E in a UDL form. Dead load from slab D-E / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (1.2 m / 2) = 2.2 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab D-E / 1-2 = 2/3 x 2.2 kN/m = 1.5 kN/m Dead Load on Slab B-D / 1-2 Load is transferred to beam 1 / A-E in a UDL form. Dead load from slab B-D / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Dead Load on Slab A-B / 1-2 Load is transferred to beam 1 / A-E in a UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m 24
Total Dead Load 2 / A-B = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m 2 / B-D = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m 2 / D-E = (1.5 + 1.6 + 8.6) kN/m = 11.7 kN/m
Live Load on Slab D-E / 1-2 Load is transferred to beam 1 / A-E in a UDL form. Live load from slab D-E / 1-2 = Live load on slab x (Lx / 2) = 2.0 kN/m²x (1.2 m / 2) = 1.2 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab D-E / 1-2 = 2/3 x 1.2 kN/m = 0.8 kN/m Live Load on Slab B-D / 1-2 Load is transferred to beam 1 / A-E in a UDL form. Live load from slab B-D / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m Live Load on Slab A-B / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m Total Live Load 2 / A-B = 2.5 kN/m 2 / B-D = 2.5 kN/m 2 / D-E = 0.8 kN/m
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Total Dead Load Diagram
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Total Live Load Diagram
Ultimate Load Apply a factor 1.4 and 1.6 to dead load and live load respectively Dead Load 2 / A-B = 13.8 kN/m x 1.4 = 19.3 kN/m 2 / B-D = 13.8 kN/m x 1.4 = 19.3 kN/m 2 / D-E = 11.7 kN/m x 1.4 = 16.4
kN/m
Live Load 2 / A-B = 2.5 kN/m x 1.6 = 4.0 kN/m 2 / B-D = 2.5 kN/m x 1.6 = 4.0 kN/m 2 / D-E = 0.8 kN/m x 1.6 = 1.3 kN/m Ultimate Load 2 / A-B = (19.3 + 4.0) kN/m = 23.3 kN/m 2 / B-D = (19.3 + 4.0) kN/m = 23.3 kN/m 2 / D-E = (16.4 + 1.3) kN/m = 17.7 kN/m 27
Reaction ∑M1A = 0 = R1E(5.6) – 23.3(2.2)(1.1) – 23.3(2.2)(3.3) – 17.7(1.2)(5) – 14.4 (2.2) – 12.7 (4.4) R1E = 74.8 kN ∑Fy = 0 = R1A+ R1E – 23.3(2.2) – 23.3(2.2) – 17.7(1.2) – 14.4 – 12.7 R1A = 76.1 kN
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First Floor Beam, C / 1-3 a) Beam Self-Weight b) Slab Dead and Live Load > B-C / 1-2 c) Point Load from Column C / 2 d) Brick Wall Dead Load
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m Brick Wall Weight
= Wall Height x Thickness x Density = 3.0 m x 0.15m x 19 kN/m³ = 8.6 kN/m
Point Load from Column C / 2 (refer to column analysis) = 16.4 kN
Dead Load on Slab B-C / 1-2 Load is transferred to beam C / 1-2 in a UDL form. Dead load from slab B-C / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab D-E / 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m Total Dead Load E / 1 -2 = 2.4 kN/m + 1.6 kN/m + 8.6 kN/m = 12.6 kN/m E / 2-3 = 1.6 kN/m Live Load on Slab B-C / 1-2 (study) Load is transferred to beam C / 1-2 in a UDL form. Live load from slab B-C / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2.0 m / 2) = 2.5 kN/m Convert triangular load to UDL by applying a factor of 2/3 29
Dead load from slab D-E / 1-2 = 2/3 x 2.5 kN/M = 1.7 kN/m Live Load on Extended Area (roof) 0.5 kN/m x (1.0 m / 2) =0.25 kN/m Total Live Load E / 1 -2 = 1.7 kN/m E / 2-3 = 0.25 kN/m
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Ultimate Load Apply
Total Dead Load Diagram
a factor 1.4
Total Live Load Diagram
and 1.6 to dead load and live load respectively Dead Load E / 1 - 2 =12.6 kN/m x 1.4 = 17.6 kN/m E / 2 - 3 = 1.6 kN/m X 1.4 = 2.24 kN/m Live Load E / 1 - 2 = 1.7 kN/m x 1.6 = 2.7 kN/m E / 2 – 3 = 0.25 kN/m x 1.6 = 0.4 kN/m Ultimate Load E / 1 - 2 = 17.6 kN/m + 2.7 kN/m = 20.3 kN/m E / 2 – 3 = 2.24 kN/m + 0.4 kN/m = 2.6 kN/m
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Reaction ∑MC1 = 0 = RC3(3) – 20.3(2)(1.0) – 2.6(2.5)(1.0) – 16.4(2.0) RC3 = 21.8 kN ∑Fy = 0 = RC1+ RC3 – 20.3(2.0) – 2.3 – 16.4 RC1 = 37.8 kN
Shear Force Diagram
Bending Moment Diagram
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First Floor Beam, B / 1-2 a) Beam Self-Weight b) Slab Dead and Live Load > B-C / 1-2 > A-B / 1-2
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m
Dead Load on Slab B-C / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Dead load from slab B-C / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab B-C / 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m Dead Load on Slab A-B / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2.0 m / 2) = 3.6 kN/m Convert triangular load to UDL by applying a factor of 2/3 Dead load from slab A-B/ 1-2 = 2/3 x 3.6 kN/m = 2.4 kN/m Total Dead Load B / 1-2 = (2.4 + 2.4 + 1.6) kN/m = 6.4 kN/m
Live Load on Slab B-C / 1-2 (Walk in Closet) Load is transferred to beam B / 1-2 in a UDL form. Live load from slab B-C / 1-2 = Live load on slab x (Lx / 2) = 1.5 kN/m²x (2.0 m / 2) = 1.5 kN/m 33
Convert triangular load to UDL by applying a factor of 2/3 Live load from slab B-C / 1-2 = 2/3 x 1.5 kN/m = 1.0 kN/m Live Load on Slab A-B / 1-2 Load is transferred to beam B / 1-2 in a UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx / 2) = 1.5 kN/m²x (2.0 m / 2) = 1.5 kN/m Convert triangular load to UDL by applying a factor of 2/3 Live load from slab A-B/ 1-2 = 2/3 x 1.0 kN/m = 1.0 kN/m Total Live Load B / 1-2 = (1.0+1.0) kN/m = 2.0 kN/m Total Dead Load Total Live Load
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Ultimate Load Apply a factor 1.4 and 1.6 to dead load and live load respectively (6.4 kN/m X 1.4) + (2.0 kN/m x1.6) = 12.2 kN/m
Reaction ∑M2A = 0 = R2B (2) – 12.2(2)(1) R2B = 12.2 kN ∑Fy = 0 = R2A + R2B – 12.2(2) RB1 = 12.2 kN
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First Floor Beam, 2 / A-C a) Beam Self-Weight b) Slab Dead and Live Load > A-B / 1-2 > B-C / 1-2 c) Point Load from Beam > B / 1-2 d) Brick Wall Dead Load
Beam Self- Weight = Beam Size x Concrete Density = 0.15m x 0.45m x 24 kN/m³ = 1.6 kN/m Brick Wall Weight
= Wall Height x Thickness x Density = 3.0 m x 0.15m x 19 kN/m³ = 8.6 kN/m
Point Load B / 1-2 = 12.2 kN
Dead Load on Slab A-B / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab A-B / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2 m / 2) = 3.6 kN/m Dead Load on Slab B-C / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Dead load from slab B-C / 1-2 = Dead load on slab x (Lx / 2) = 3.6 kN/m²x (2 m / 2) = 3.6 kN/m Total Dead Load 2 / A-B = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m 2 / B-D = (3.6 + 1.6 + 8.6) kN/m = 13.8 kN/m Live Load on Slab A-B / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab A-B / 1-2 = Live load on slab x (Lx / 2) = 2.5 kN/m²x (2 m / 2) = 2.5 kN/m 36
Live Load on Slab B-C / 1-2 Load is transferred to beam 2 / A-E in a UDL form. Live load from slab B-C / 1-2 = Live load on slab x (Lx / 2) = 1.5 kN/m²x (2.0 m / 2) = 1.5 kN/m Total Live Load 2 / A-B = 2.5 kN/m 2 / B-D =1.5 kN/m
Total Dead Load
Total Live Load
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Ultimate Load Apply a factor 1.4 and 1.6 to dead load respectively
and live load
2 / A-B = (13.8 kN/m x 1.4) + (2.5 kN/m x 1.6) = 23.3 kN/m 2 / B-D = (13.8 kN/m x 1.4) + (1.5 kN/m x 1.6) = 21.7 kN/m
Reaction ∑M2A = 0 = R2C (3) – 23.3(2)(1) – 21.7(1)(2.5) – 12.2 (2.0) R2C = 41.8 kN ∑Fy = 0 = R2A + R2C – 23.3(2) – 21.7 – 12.2 R2A = 38.8 kN
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8.0
Column Analysis Calculation (Tributary Area
Method) To identify column
the load transferred from slab to
Ground Floor Layout Plan
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First Floor Layout Plan
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Roof Layout Plan
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Column A/1 Dead Load Roof Flat Roof Slab Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m² Area = 1.0 m x 2.8 m = 2.8 m² Dead Load of Flat Roof Slab = 3.6 kN/m² x 2.8 m² = 10.1 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.0 + 2.8)) x 24 kN/m² = 6.2 kN TOTAL DEAD LOAD OF ROOF = 10.1 kN + 6.2 kN = 16.3 kN
First Floor Slab (Walk-in Closet) = 3.6 kN/m²x (1.0 m x 2.8 m) = 10.1 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.0 + 2.8)) x 24 kN/m² = 6.2 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x (1.0 + 2.8)) x 19 kN/m² = 32.5 kN
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TOTAL DEAD LOAD OF FIRST FLOOR = 10.1 kN + 6.2 kN + 32.5 kN = 48.8 kN Ground Floor Slab (Reading Area) = 3.6 kN/m² x (1.0m x 2.8m) = 10.1 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.0 + 2.8)) x 24 kN/m² = 6.2 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x (1.0 + 2.8)) x 19 kN/m² = 32.5 kN TOTAL DEAD LOAD OF GROUND FLOOR = 10.1 kN + 6.2 kN + 32.5 kN = 48.8 kN
TOTAL DEAD LOAD FROM ROOF TO FOUNDATION 16.3 kN + 48.8 kN + 48.8 kN = 113.9 kN
Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m² x 2.8m² = 1.4 kN First Floor Slab (Walk-in Closet) = 1.5 kN/m² x 2.8m² = 4.2 kN Ground Floor 43
Slab (Reading Area) = 2.5 kN/ m² x 2.8m² = 7.0 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 1.4 kN + 4.2 kN + 7.0 kN = 12.6 kN Ultimate Load 113.9 kN x 1.4 + 12.6 kN x 1.6 = 179.6 kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm²x 2 % = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360000 N = 360 kN
Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 100) + 0.8 (150 x 100 x 2%) (250) = 120 000 N + 40 000 N = 240 000 N = 240 kN The suitable size of column A/1 is 150 mm x 100 mm, which can sustain an ultimate load of 179.6 kN. Smaller columns helps save space and is more cost-efficient.
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Column C/3 Dead Load First Floor (Roof) Flat Roof Slab Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m² Area = [(2.0 m x 1.1 m) +(1.0 m x 1.1 m)] = 3.3 m² Dead Load of Flat Roof Slab = 3.6 kN/m² x 3.3 m² = 11.9 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.1+ 1.0) x 24 kN/m² = 3.4 kN TOTAL DEAD LOAD OF FIRST FLOOR = 11.9 kN + 3.4 kN = 15.3 kN Ground Floor Slab (Billiard Room) = 3.6 kN/m² x (3.3 m²) = 11.9 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.1+1.0)) x 24 kN/m² = 3.4 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x (1.1 + 1.0)) x 19 kN/m² = 18.0 kN TOTAL DEAD LOAD OF GROUND FLOOR = 11.9 kN + 3.4 kN + 18.0 kN = 33.3 kN 45
TOTAL DEAD LOAD FROM FIRST FLOOR TO FOUNDATION = 15.3 kN + 33.3 kN =48.3 kN Live Load First Floor Slab (roof) = 0.5 kN/m² x 3.3m² = 1.7 kN Ground Floor Slab (Billiard Room) = 2.0 kN/ m² x 3.3m² = 6.6 kN TOTAL LIVE LOAD FROM FIRST FLOOR TO FOUNDATION 1.7 kN + 6.6 kN = 8.3 kN Ultimate Load 48.3 kN x 1.4 + 8.3 kN x 1.6 = 80.9 kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm²x 2 % = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360000 N = 360 kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (100 x 100) + 0.8 (150 x 100 x 2%) (250) = 120 000 N + 40 000 N = 160 000 N = 160 kN The suitable size of column C/3 is 100 mm x 100 mm, which is more than adequate to sustain an ultimate load of 80.9 kN.Smaller columns help save space and is more cost-efficient 46
Column E/2 Dead Load Roof Flat Roof Slab Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m² Area = 1.0 m x 2.8 m = 2.8 m² Dead Load of Flat Roof Slab = 3.6 kN/m² x 2.8 m² = 10.1 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.0 + 2.8)) x 24 kN/m² = 6.2 kN TOTAL DEAD LOAD OF ROOF = 10.1 kN + 6.2 kN = 16.3 kN First Floor Slab (Study) = 3.6 kN/m²x (1.5m x 1.1m) = 3.6 kN/m²x 1.65m² = 5.9 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.5m + 1.1m) x 24 kN/m² = 4.2 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x (1.0+1.1)) x 19 kN/m² = 18.0 kN
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TOTAL DEAD LOAD OF FIRST FLOOR = 5.9 kN + 4.2 + 18 kN = 28.1 kN Ground Floor Slab (Billiard Room) = 3.6 kN/m² x (1.65 m²) = 5.9 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.5m + 1.1m)) x 24 kN/m² = 4.2 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x 1) x 19 kN/m² = 8.6 kN TOTAL DEAD LOAD OF GROUND FLOOR = 5.9 kN + 4.2 kN + 8.6 kN = 18.7 kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 16.3 kN +28.1 kN + 18.7kN = 63.1 kN Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m² x 1.65 m² = 0.8 kN First Floor Slab (Study) = 2.50 kN/m² x 1.65 m² = 4.1 kN Ground Floor Slab (Billiard Room) = 2.0 kN/ m² x 1.65m² = 3.3 kN
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TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 0.8 kN + 4.1 kN + 3.3 kN = 8.2 kN Ultimate Load 63.1 kN x 1.4 + 8.2 kN x 1.6 = 101.5 kN
Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm²x 2 % = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360000 N = 360 kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (100 x 100) + 0.8 (150 x 100 x 2%) (250) = 120 000 N + 40 000 N = 160 000 N = 160 kN The suitable size of column C/3 is 100 mm x 100 mm, which is more than adequate to sustain an ultimate load of 101.5 kN.Smaller columns help save space and is more cost-efficient.
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Column E/3 Dead Load First Floor (Roof) Flat Roof Slab Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m² Area = 0.5 x 1.1 = 0.55 m² Dead Load of Flat Roof Slab = 3.6 kN/m² x 0.55 m² = 1.98 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (0.5 + 1.1) x 24 kN/m² = 2.6 kN TOTAL DEAD LOAD OF FIRST FLOOR = 1.98 kN + 2.6 kN = 4.58 kN Ground Floor Slab (Billiard Room) = 3.6 kN/m² x (0.55 m²) = 1.98 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (0.5+1.1)) x 24 kN/m² = 2.6 kN Brick Wall =Volume of Wall x Brick Density = (0.15 x 3.0 x (0.5 + 1.1)) x 19 kN/m² = 13.7 kN TOTAL DEAD LOAD OF GROUND FLOOR = 2.0 kN + 2.6 kN + 13.7 kN = 18.3 kN 50
TOTAL DEAD LOAD FROM FIRST FLOOR TO FOUNDATION = 4.58 kN + 18.3 kN = 22.9 kN Live Load First Floor Slab (roof) = 0.5 kN/m² x 0.55m² = 0.3 kN Ground Floor Slab (Billiard Room) = 2.0 kN/ m² x 0.55m² = 1.1 kN TOTAL LIVE LOAD FROM FIRST FLOOR TO FOUNDATION = 0.3 kN + 1.1 kN = 1.4 kN Ultimate Load 22.9 kN x 1.4 + 1.4 kN x 1.6 = 34.3 kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm²x 2 % = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360000 N = 360 kN Conclusion It is unnecessary to have this column as the load acting on it is too small, and can be supported by brick walls.
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Column E/2 (Point Load) For Beam C /1-2 Calculation Dead Load Roof Flat Roof Slab Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m² Area = 1.0 m x 2.8 m = 2.8 m² Dead Load of Flat Roof Slab = 3.6 kN/m² x 2.8 m² = 10.1 kN Beam Self-Weight =Volume of Beam x Concrete Density = (0.15 x 0.45 x (1.0 + 2.8)) x 24 kN/m² = 6.2 kN TOTAL DEAD LOAD OF ROOF = 10.1 kN + 6.2 kN = 16.3 kN Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m² x 2.8 m² = 1.4 kN TOTAL LIVE LOAD OF ROOF =1.4 kN Ultimate Load 10.1 kN X 1.4 + 1.4 kN X 1.6 =16.4 kN
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