27.06.2016 (MAR 2016)

1. BUILDING STRUCTURES (ARC 2522/2523)
Building Structures Assignment 2
Lecturer : Mr. Mohd Adib Bin Ramli
Submission date : 27/06/2016
Students’ name and ID : IVY VOO VUI YEE 0319534
FUNG HO YENG 0319473
LEONG VUI YUNG 0320362

2. Table of Contents
Contents
1.0 Introduction to assignment
2.0 Introduction to case study
3.0 Architectural Plan
3.1 Ground Floor Plan
3.2 First Floor Plan
3.3 Roof Plan
3.4 Elevations
3.5 Sections
4.0 Structural Plan
4.1 Ground Floor Plan (Foundation)
4.2 First Floor Plan
4.3 Roof Plan
5.0 Load Distribution Plan
5.1 Ground Floor Plan
5.2 First Floor Plan
5.3 Roof Plan
6.0 Location Plan of selected beams and columns
7.0 3D Structural Model
8.0 Individual calculation for beams and columns

3. 1.0 Introduction to assignment
This assignment consist of two tasks : task 1 is group assignment, while task
2 is individual assignment.
For task 1, we required to form a group of 3 to find the floor plans of a
2-storey bungalow or semidetached house and based on the chosen houses to
analyses the plans and identify all the columns and beams then produce the
structural plans
For task 2, each group member are required to select 6 different beams and 4
different columns from the structural plans produced in Task 1 and
individually analyses the 6 beams and produce the following for each:
• Load diagram
• Shear force diagram
• Bending moment diagram
• Identify the appropriate size of the beams
• Analyses the 4 columns to identify the column load and calculate the size
of columns

4. 2.0 Introduction to the case study
We choose to analysis the Cal House designed by architects BAAQ’.The Cal
House is a two-storey house located at coastal area in Santa Maria Tonameca,
Oaxaca, Mexico. It is an open plan design building with exposed structure in
order to deal with the hot environment. The Cal House consist of two kinds
of roof, which are pitch roof and concrete slab roof. It also consist a pool
which was shaped as an independent concrete cube inserted in the middle of
the house.
Perspective view of Cal House
Bedroom of Cal House Ground floor of Cal House

5. 3.0 Architectural Plan
3.1 Ground Floor Plans (Scale 1:300)

6. 3.2 First Floor Plans (Scale 1:300)

7. 3.3 Roof Plans (Scale 1:300)

8. 3.4 Elevations (not to scale)

9. 3.5 Sections (not to scale)

10. 4.0 Structural Plan
4.1 Ground Floor Plans [Foundation] (Scale 1:300)

11. 4.2 First Floor Plans (Scale 1:300)

12. 4.3 Roof Plans (Scale 1:300)

13. 5.0 Load Distribution Plan
5.1 Ground Floor Plans (Scale 1:300)

14. 5.2 First Floor Plans (Scale 1:300)

15. 5.3 Roof Plans (Scale 1:300)

16. 6.0 Location Plan of Selected Beams and
Columns

17. 7.0 3D Structural Model

19. 1)Beam F-G/1
Ground Floor
Beam F-G / 1carries:
Dead load from beam self weight : Grid line F-G / 1
Dead load from brick wall : Grid line F-G / 1
Dead load from slab : Grid line F-G / 1-2
Live load from slab : Grid line F-G / 1-2
Wall Diagram Beam Chosen Force Distribution
Diagram
Wall Diagram Beam Chosen Force Distribution

20. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3m) =8.55 kN/m
Dead load on slab F-G / 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
x (2/3)
(Triangular) =3.6 kN/m2
x (6.95 m / 2 ) x (2/3)
(two way) =8.34 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m + 8.34 kN/m
=10.68 kN/m
Live Load
Live Load on slab F-G / 1-2 =1.5 kN/m2
x (6.95/2) x (2/3)
(Triangular) =3.475 kN/m
Total Live Load =3.475 kN/m
Ultimate Load
Ultimate Dead Load at F-G = 20.49 kN/m X 1.4 = 28.69 kN/m
Ultimate Live Load at F-G = 3.475 kN/m X 1.6 = 5.56 kN/m
Total Ultimate Load at F-G = 28.69 kN/m + 5.56 kN/m
= 34.25 kN/m
Dead Load Diagram
Live Load Diagram
Ultimate Load Diagram

21. Resultant Force
Ʃ MA = MA1 - MA2
0= (3.475m x 238.04 kN ) - (RB x 6.95)
0= 827.189 kNm - 6.95 kNm (RB)
RB =827.189 kNm / 6.95m
RB =119.02 kN
Ʃ FY = 0
0= -238.04 kN + RA + RB
RA=238.04 kN - 119.02 kN
RA= 119.02 kN
Shear Force
Diagram
Bending Moment Diagram
Area= 119.02 kN x 3.475 m x 1/2
= 206.80

22. 2)Beam G - H / 1
First Floor
Beam G - H / 1 carries:
Dead load from beam self weight : Grid line G-H / 1
Dead load from brick wall : Grid line G-H/ 1
Dead load from slab : Grid line G-H / 1-2
Live load from slab : Grid line G-H / 1-2
(Living Room 1.5 kN/m2 )
Wall Diagram Beam Chosen Force Distribution
Diagram

23. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =2.6 m x 0.15 m x 19 kN/m3
(wall height= 2.6m) =7.41 kN/m
Dead load on slab E-F/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 ) x
(2/3)
(Triangle) =3.6 kN/m2
x ( 6.9 m / 2 ) x (2/3)
= 8.28 kN/m
Total Dead Load =3.6 kN/m + 7.41 kN/m + 8.28
kN/m
=19.29 kN/m
Live Load
Live Load on slab E-F/ 4-5 =1.5 kN/m2
x (6.9 / 2) x (2/3)
=3.45 kN/m
Ultimate Load
Ultimate Dead Load at (G)-(H) = 19.29 kN/m X 1.4 = 27.01 kN/m
Ultimate Live Load at (E)-(F) = 2.3kN/m X 1.6 = 3.68 kN/m
Total Ultimate Load at (E)-(F) = 23.142 kN/m + 3.68 kN/m
= 26.822 kN/m
Resultant Force
Ʃ MA = MA1 - MA2
0= (3.45 m x 224.46 kN ) - (RB x 6.90)
0= 774.39 kNm - 6.9 kNm (RB)
RB =774.39 kNm / 6.9 m
RB = 112.23 kN
Ʃ FY = 0
0= -224.46 kN + RA + RB
RA= 224.46 kN - 112.23 kN
RA= 112.23 kN
Dead Load
Diagram
Live Load
Diagram
Ultimate Load Diagram

24. Shear Force
Diagram
Bending Moment Diagram
Area=3.45m x 1/2 x 112.23kN
= 193.60

25. 3)Beam G / 1-2
Ground Floor
Beam G / 1-2 carries:
Dead load from beam self weight : Grid line G / 1-2
Dead load from brick wall : Grid line G / 1-2
Dead load from slab : Grid line F-G / 1-2 & G-H / 1-2
Live load from slab : Grid line F-G/ 1-2 & G-H / 1-2
(Room 1 1.5 KN/m2
)
(Bathroom 1.5 KN/m2
)
Wall Diagram Beam Chosen Force Distribution
Diagram

26. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m) =8.55 kN/m
Dead load on slab F-G / 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 6.95 m / 2 )
(two way slab) = 12.51 kN/m
Dead load on slab G-H / 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 6.9 m / 2 )
(two way slab) = 12.42 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m
+ 12.51 kN/m + 12.42 kN/m
=37.08 kN/m
Live Load
Live Load on slab F-G / 1-2 =1.5 kN/m2
x (6.95 / 2)
(Trapezoidal) (Room1) =5.213 kN/m
(two way slab)
Live Load on slab G-H / 1-2 =2 kN/m2
x (6.9/2)
(Trapezoidal) (Bathroom) =6.90 kN/m
(two way slab)
Total Live Load =5.213 kN/m + 6.90 kN/m
=12.113 kN/m
Ultimate Load
Ultimate Dead Load at (1)-(2) = 37.08 kN/m X 1.4 = 51.91 kN/m
Ultimate Live Load at (1)-(2) = 12.113 kN/m X 1.6 = 19.38 kN/m
Total Ultimate Load at (1)-(2) = 51.91 kN/m + 19.38 kN/m
= 71.29 kN/m
Dead Load
Diagram
Live Load
Diagram
Ultimate Load Diagram

27. Resultant Force
Ʃ MA = MA1 - MA2
0= (4.5 m x 641.61 kN ) - (RB x 9)
0= 2887.25 kNm - 9 kNm (RB)
RB =2887.25 kNm / 9 m
RB = 320.80 kN
Ʃ FY = 0
0= -641.61 kN + RA + RB
RA= 641.61 kN - 320.80 kN
RA= 320.8 kN
Shear Force
Diagram
Bending Moment Diagram
Area=320.8kN x 1/2 x 4.5m
= 721.8kN

28. 4)Beam D-E / 4
First Floor
Beam D-E / 4 carries:
Dead load from beam self weight : Grid line D-E / 4
Dead load from brick wall : Grid line D -E / 4
Dead load from slab : Grid line D-E/ 4
Live load from slab : Grid line D-E/ 4
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =2.6 m x 0.15 m x 19 kN/m3
(wall height= 2.6m) =7.41 kN/m
Dead load on slab D-E / 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x (4.2 m / 2 )
(One Way) =7.56 kN/m
Total Dead Load =3.6 kN/m + 7.41 kN/m + 7.56 kN/m
=18.57 kN/m
Wall Diagram Beam Chosen Force Distribution
Diagram
Dead Load Diagram

29. Live Load
Live Load on slab D-E/4-5 =1.5 kN/m2
x (4.2/2)
(Trapezoidal) =3.15 kN/m
(One Way)
Total Live Load =3.15 kN/m
Ultimate Load
Ultimate Dead Load at D-E = 18.57 kN/m X 1.4
= 25.998 kN/m
Ultimate Live Load at D-E = 3.15 kN/m X 1.6 = 5.04 kN/m
Total Ultimate Load at H-I = 25.998 kN/m + 5.04kN/m
= 31.038 kN/m
Resultant Force
Ʃ MA = MA1 - MA2
0= (2.1m x 130.36 kN ) - (RB x 4.2)
0= 273.77 kNm - 4.2 kNm (RB)
RB =273.77 kNm / 4.2m
RB = 65.18 kN
Ʃ FY = 0
0= -130.36 kN + RA + RB
RA=130.36 kN - 65.18 kN
RA= 65.18 kN
Live Load Diagram
Ultimate Load Diagram

30. Shear Force
Diagram
Bending Moment Diagram
Area=65.18 kN x 1/2 x 2.1m
= 68.44

31. 5)Beam D-E / 5
Roof Level
Beam D-E / 5 carries:
Dead load from beam self weight : Grid line D-E/5
Dead load from slab : Grid line D-E / 4-5 & D-E / 5-6
Live load from slab : Grid line D-E / 4-5 & D-E / 5-6
(Bedroom1.5 KN/m2
)
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
= 3.6 kN/m
Beam Chosen Force Distribution
Diagram

32. Dead load on slab D-E / 4-5 = 0.15 m x 24 kN/m3
x ( Lx / 2 ) x 2/3
(Triangle) = 3.6 kN/m2
x (4.2 m / 2 ) x 2/3
(two way) = 5.04 kN/m
Dead load on slab D-E / 5-6 = 0.15 m x 24 kN/m3
x ( Lx / 2 )
(Triangle) = 3.6 kN/m2
x (4.2 m / 2 ) x 2/3
(two way) = 5.04 kN/m
Total Dead Load = 3.6 kN/m +5.04 kN/m + 5.04 kN/m
= 13.68 kN/m
Live Load
Live Load on slab D-E / 4-5 =0.5 kN/m2
x (4.2 / 2) x 2/3
(Triangle) = 0.7kN/m
(two way)
Live Load on slab D-E / 5-6 =0.5 kN/m2
x (4.2 / 2) x 2/3
(Triangle) = 0.7kN/m
(two way)
Total Live Load = 0.7 kN/m + 0.7 kN/m
= 1.4 kN/m
Ultimate Load
Ultimate Dead Load at D-E = 13.68 kN/m X 1.4
= 19.152 kN/m
Ultimate Live Load at D-E = 1.4 kN/m X 1.6 = 2.24
kN/m
Total Ultimate Load at D-E = 19.152 kN/m + 2.24 kN/m
= 21.39 kN/m
Dead Load Diagram
Live Load
Diagram
Ultimate Load Diagram

33. Resultant Force
Ʃ MA = MA1 - MA2
0= (2.1m x 89.84 kN ) - (RB x 4.2)
0= 188.66 kNm - 4.2 kNm (RB)
RB =188.66 kNm / 4.2m
RB = 44.92 kN
Ʃ FY = 0
0= -89.84 kN + RA + RB
RA=89.84 kN - 44.92 kN
RA= 44.92 kN
Shear Force
Diagram
Bending Moment Diagram
Area=44.92kN x 1/2 x 2.1m
= 47.17

34. 6)Beam D / 4-6
Roof Level
Beam D / 4-6 carries:
Dead load from beam self weight : Grid line D / 4-6
Dead load from slab : Grid line D-E/ 4-5, D-E/ 5-6, C-D /
4-6(Cantilever Slab)
Live load from roof : Grid line D-E/ 4-5, D-E/ 5-6, C-D / 4-6
(Cantilever Slab)
(0.5 KN/m2
)
Point load from : point D / 5 from beam D-E / 6,
Beam Chosen Force Distribution
Diagram

35. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6kN/m
Dead load on slab D-E/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 )
=3.6 kN/m2
x ( 4.2m / 2 )
=7.56 kN/m
Dead load on slab D-E/ 5-6 =0.15 m x 24 kN/m3
x ( Lx / 2 )
=3.6 kN/m2
x ( 4.2 m / 2 )
=7.56 kN/m
Dead load on slab C-D / 4-6 =0.15 m x 24 kN/m3
x ( Lx )
=3.6 kN/m2
x ( 2.8m )
=10.08 kN/m
Total Dead Load at (4) - (5) =3.6 kN/m + 7.56 kN/m + 10.08 kN/m
=21.24 kN/m
Total Dead Load at (5) - (6) =3.6 kN/m + 7.56 kN/m + 10.08 kN/m
=21.24 kN/m
Live Load
Live load on slab C-D / 4-6 =2.8 m x 0.5 kN/m2
(Cantilever) =1.4 kN/m
Live load on slab D-E/ 4-5 =0.5 kN/m2
x ( Lx / 2 )
=0.5 kN/m2
x ( 4.2 m / 2 )
=1.05 kN/m
Live load on slab D-E / 5-6 =0.5 kN/m2
x ( Lx / 2 )
=0.5 kN/m2
x ( 4.2 m / 2 )
=1.05 kN/m
Total Live Load at (4) - (5) =1.4 kN/m + 1.05 kN/m
=2.45 kN/m
Total Live Load at (5) - (6) =1.4 kN/m + 1.05 kN/m
=2.45kN/m
Dead Load Diagram
Live Load Diagram

36. Point Load
Point load from point E/5 from Beam D-E/5 : 44.92kN
Point load from point E/5 from Beam E-F/5 : 51.888kN
(refer to Kristy’s calculation for point load E/5 from Beam E-F/5)
Ultimate Load
Ultimate Dead Load at (4)-(5) = 21.24 kN/m X 1.4 = 29.736 kN/m
Ultimate Dead Load at (5)-(6) = 21.24 kN/m X 1.4 = 29.736 kN/m
Ultimate Live Load at (4)-(5) = 2.45 kN/m X 1.6 = 3.92 kN/m
Ultimate Live Load at (5)-(6) = 2.45 kN/m X 1.6 = 3.92 kN/m
Total Ultimate Load at (4)-(5) = 29.736 kN/m + 3.92 kN/m
= 33.656 kN/m
Total Ultimate Load at (5)-(6) = 29.736 kN/m + 3.92 kN/m
=33.656 kN/m
Resultant Force
Ʃ MA = MA1 - MA2
0= [(4.5m x 302.904 kN ) + (44.92 x 4.5m)] - (RB x 9)
0= 1363.068kNm + 202.14kNm - 9 kNm (RB)
RB =1565.208 kNm / 9m
RB = 173.912 kN
Ʃ FY = 0
0= -302.904 kN + RA + RB
RA=302.904 kN - 173.912 kN
RA= 173.912 kN
Ultimate Load Diagram

37. Shear Force Diagram
33.656kN x 4.5m
= 151.45
173.912 - 151.45
= 22.46
Bending Moment Diagram
Area=[(173.912kN x 44.9kN)/2] x 1/2
= 492.327

38. Column
Tributary Area Method
( Live Load and Dead Load)
Height of ground floor = 3.0 m
Height of first floor = 2.6 m
Brick wall 1500 mm thick
- Dead Load : Ground floor brick wall = 0.15 m X 3.0 m X 19 kN/m3
=8.55 kN/m
First floor brick wall = 0.15 m X 2.6 m X 19 kN/m3
=7.41 kN/m
Beam Size 300mm X 500mm
- Dead Load = 0.3 X 0.5 X 24 kN/m3
= 3.6 kN/m
Secondary Beam size 300mm X 400mm
- Dead Load = 0.3 X 0.4 X 24 kN/m3
= 2.88 kN/m
Slab thickness is 150 mm
- Dead Load = 0.15 X 24 kN/m3
= 2.88 kN/m2
Column:
Ground Floor = 0.5m X 0.5m
(RC Concrete) =0.25 m2
Dead Load of Ground Floor Column = 0.25 m2
X 3 m X 24 kN/m3
=18 kN
First Floor = Ԉr2
(RC Concrete) = Ԉ (0.25 m)2
= 0.196 m2
Dead Load of First Floor Column = 0.196 m2
X 2.6 m X 24 kN/m3
=12.23 kN

39. 7)Column D/6
Ground floor plan First floor plan Roof plan
Determine the load acting on column D/6
Roof level
Dead Load
Slab (Flat Roof) = 4.5m x (2.8 m + 2.1m) x 3.6 kN/m2
= 4.5m x 4.9m x 3.6 kN/m2
=79.38 kN
Roof beam = Primary beam length = (4.5m + 2.1m) X 3.6 kN/m
= 6.6m x 3.6 kN/m
= 23.76 kN
= Secondary beam length = 2.1m X 2.88 kN/m
= 6.048 kN
Total = 109.188kN
Live Load
Roof = 4.5m x (2.8m x 2.1m ) x 0.5 kN/m2
= 4.5m x 4.9m x 0.5 kN/m2
= 11.025 kN

40. First Floor
Dead Load
Slab = (4.5m + 1.8m) x (2.8m + 2.1m) x 3.6 kN/m2
= 6.3 m x 4.9m x 3.6 kN/m2
=111.132
Roof beam = Primary beam length = (4.5m + 2.1m) X 3.6 kN/m
= 6.6m x 3.6 kN/m
= 23.76 kN
= Secondary beam length = 2.1m X 2.88 kN/m
= 6.048 kN
Column = 12.23 kN
Total = 153.17kN
Live Load
Bedroom = (4.5m + 1.8m ) x (2.8m +2.1m) x 1.5 kN/m2
= 6.3m x 4.9m x 1.5 kN/m2
= 46.31 kN
Ground Floor
Dead Load
Slab = (2.1m X 4.5m) X 3.6 kN/m2
= 9.45m x 3.6 kN/m2
= 34.02 kN
Beam = (2.1m + 4.5m) X 3.6 kN/m2
= 6.6m x3.6 kN/m2
= 32.04 kN
Column = 18 kN
Total = 84.06 kN

41. Live Load
Leisure = 4.5m X 2.1m X 1.5 kN/m2
= 14.18 kN
Total:
Total Dead load = 109.188 kN +153.17 kN + 84.06 kN
= 345.42 kN
Total Live load = 11.025 kN + 46.31 kN + 14.18 kN
= 71.52 kN
Ultimate Load
Ultimate Dead Load = 345.42 kN X 1.4 = 483.59 kN
Ultimate Live Load = 71.52 kN X 1.6 = 114.43 kN
Total Ultimate load = 483.59 kN + 114.43 kN = 598.02 kN
So, ultimate load acting on column D/6 is 598.02 kN

42. 8)Column D/4
Ground floor plan First floor plan
Determine the load acting on column E/6
Roof level
Dead Load
Slab (Flat Roof) = 4.5m X (2.8m + 2.1m) X 3.6 kN/m2
=4.9m x 4.5m x 3.6 kN/m2
= 79.38 kN
Roof beam = Primary beam length = (2.1m + 4.5m) X 3.6 kN/m
=6.6m x 3.6 kN/m2
= 23.76 kN
= Secondary beam length = 2.1m X 2.88 kN/m
= 6.048 kN
Total = 109.188 kN
Roof plan
Diagram

43. Live Load
Roof = (2.8m + 2.1m) x 4.5m X 0.5 kN/m2
= 4.9m x 4.5m x 0.5 kN/m2
= 11.025 kN
Total =11.025 kN
First Floor
Dead Load
Slab = 2.1 m x 4.5m x 3.6 kN/m2
= 34.02 kN
Slab ( Cantilever) = [(1.4m x 3.3 m) + (1.4m x 4.5m)] X 3.6 kN/m2
=(4.62m + 6.3m) x 3.6 kN/m2
=10.92m x 3.6 kN/m2
=39.312 kN
Beam = (1.4m + 3.3m + 4.5m) X 3.6 kN/m2
=9.2m x 3.6 kN/m2
= 33.12 kN
Column = 12.23 kN
Total = 118.682 kN
Live Load
Bedroom = 4.5m x 3.5 m X 1.5 kN/m2
= 23.63 kN
Balcony =1.4m x 3.3 m x 1.5 kN/m2
=6.93 kN
Total =30.56 kN

44. Ground Floor
Dead Load
Slab = [(1.4m + 2.1m) + (2.1m x 4.5m)] X 3.6 kN/m2
=(2.94m + 6.6m) x 3.6 kN/m2
=9.54m x 3.6 kN/m2
= 34.344 kN
Beam = (1.4m + 4.5m + 2.1 m) X 3.6 kN/m2
= 8m x 3.6 kN/m2
= 28.80 kN
Column = 18 kN
Total = 81.14 kN
Live Load
Leisure = 4.5m X 2.1m X 1.5 kN/m2
= 14.18 kN
Courtyard = 3.3m x 3.5m x 1.5 kN/m2
= 17.33 kN
Total =31.51 kN
Total:
Total Dead load = 109.188 kN +118.682 kN + 81.14 kN
= 309.01 kN
Total Live load = 11.025 kN + 30.56 kN + 31.51 kN
= 73.095 kN
Ultimate Load
Ultimate Dead Load = 309.01 kN X 1.4 = 432.961 kN
Ultimate Live Load = 73.095 kN X 1.6 = 116.952 kN
Total Ultimate load = 432.961 kN + 116.952 kN = 549.913 kN
So, ultimate load acting on column E/6 is 549.913 kN

45. 9)Column G/1
Ground floor plan First floor plan Roof plan
Determine the load acting on column I/1
Roof level
Area of roof = (14.7/2) x [(9/2)+ 2.0]
= 7.35m x 6.5m
= 47.78 m2
Dead Load
Roof (Pitch Roof) = 47.78 m2
X 1.0 kN/m2
= 47.78 m2
Roof beam = (5.75m + 4.5m + 7.35m) x 3.6 kN/m
= 17.60m x 3.6kN/m
= 63.36 kN
Total = 111.14 kN

46. Live Load
Roof = 47.78 m2
X 0.5 kN/m2
= 23.89 kN
Total =23.89 kN
First Floor
Dead Load
Wall = (3.475m + 3.45m ) X 7.41kN/m
= 5.93m x 7.41kN/m
=43.94 kN
Slab = (3.475m + 3.45m) X 4.5m X 3.6 kN/m2
= 6.925m x 4.5 m x 3.6 kN/m2
=112.19 kN
Beam = (3.475m + 4.5m + 3.45m) x 3.6 kN/m2
= 11.425m x 3.6 kN/m2
=41.13 kN
Column = 12.23 kN
Total = 209.49kN
Live Load
Living room =(3.475 m x 4.5 m) X 1.5 kN/m2
= 15.64 m x 1.5 kN/m2
=23.46 kN
Dinning Area =(3.475 m X 4.5 m) X 1.5 kN/m2
=15.64 x 1.5 kN/m2
=23.46 kN
Total =46.92kN

47. Ground Floor
Dead Load
Wall = (3.475m + 3.45m) X 8.55 kN/m
= 6.925 m x 8.55 kN/m2
= 59.21 kN
Slab = (3.475m + 3.45m) x 4.5m x 3.6 kN/m2
= 6.925 m x 4.5 m x 3.6 kN/m2
= 112.185 kN
Beam = (3.475m + 4.5m + 3.45m ) X 3.6 kN/m2
= 11.43 m x 3.6 kN/m2
= 41.15 kN
Column = 18 kN
Total = 230.55 kN
Live Load
Room 1 = 3.475 m X 4.5m X 1.5 kN/m2
= 23.46 kN
Bathroom =3.45m X 4.5m X 2 kN/m2
=31.05 kN
Total =54.51 kN
Total:
Total Dead load = 111.14 kN + 209.49kN + 230.55 kN
= 551.18 kN
Total Live load = 23.89 kN + 46.92 kN + 54.51 kN
= 125.32 kN
Ultimate Load
Ultimate Dead Load = 551.18 kN X 1.4 = 771.65 kN
Ultimate Live Load = 125.32 kN X 1.6 = 200.51kN
Total Ultimate load = 771.65 kN + 200.51kN =972.16kN
So, ultimate load acting on column I/1 is 972.16 kN.

48. 10)Column F/1
Ground floor plan First floor plan
Determine the load acting on column H/1
First Floor
Dead Load
Wall = (2.3 m + 3.48 m) X 7.41kN/m
= 5.78 m x 7.41kN/m
= 42.83 kN
Slab = (2.3 m + 3.48 m) x 4.5m x 3.6 kN/m2
= 5.78m x 4.5m x 3.6 kN/m2
= 93.64 kN
Beam = (2.3m + 3.48m + 4.5m) X 3.6 kN/m2
=10.28m x 3.6 kN/m2
= 37.01 kN
Total = 173.48 kN

49. Live Load
Dinning area = (2.3 m + 3.48 m) x 4.5 m x 1.5 kN/m2
=5.78m x 4.5m x 1.5 kN/m2
= 39.02 kN
Total = 39.02 kN
Ground Floor
Dead Load
Wall = (2.3m + 3.48m) X 8.55 kN/m
= 5.78 m x 8.55 kN/m
= 49.42 kN
Slab = (2.3m + 3.48m) x 4.5m x 3.6 kN/m2
= 5.78m x 4.5 m x3.6 kN/m2
= 93.64 kN
Beam = (2.3m + 4.5m + 3.48m) x 3.6 kN/m2
=10.28m x 3.6 kN/m2
= 37.01 kN
Column = 18 kN
Total = 198.07 kN
Live Load
Room 1 = (4.5m + 3.48 m) x 1.5 kN/m2
= 7.98m x 1.5 kN/m2
= 11.97 kN
Bathroom =(2.3m + 4.5m ) x 2 kN/m2
=6.8m x 2 kN/m2
=13.60 kN
Total = 25.57 kN

50. Total:
Total Dead load = 173.48 kN + 198.07 kN
= 371.55 kN
Total Live load = 39.02 kN + 25.57 kN
= 64.59 kN
Ultimate Load
Ultimate Dead Load = 371.55 kN X 1.4 = 520.17 kN
Ultimate Live Load = 64.59 kN X 1.6 = 103.34 kN
Total Ultimate load = 520.17 kN + 103.34 kN = 623.51 kN
So, ultimate load acting on column H/1 is 623.51 kN

51. Capacity of Concrete
N = 0.4 fcu Ac + 0.8 fy ASC
N = capacity of concrete
Fcu = concrete strength (N/mm2)
Ac = cross section of concrete column
fcu = yield strength of steel (N/mm2)
Asc = steel content in a column
Ac = 300 mm x 500 mm = 150000 mm2
ASC = 2% X 150000 = 3000
N = 0.4 fcu Ac + 0.8 fy ASC
N = 0.4 (30) (150000) + 0.8 (460) (300)
N = 1800000 + 110400
N = 1910400
N = 1910.4 kN
Thus, this column can sustain any ultimate load below 1910.4 kN

53. 11)Beam E -F/ 5
Roof Level
Beam E-F / 5 carries:
Dead load from beam self weight : Grid line E-F / 5
Dead load from slab : Grid line E-F/ 4-5, E-F/ 5-6
Live load from roof : Grid line E-F/ 4-5, E-F/ 5-6
(0.5 KN/m2
)
Beam Chosen Force Distribution

54. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6kN/m
Dead load on slab E-F/ 4-5 =0.15 m x 24 kN/m3
x
( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 4.5m / 2 )
= 8.1 kN/m
Dead load on slab E-F/ 5-6 =0.15 m x 24 kN/m3
x
( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 4.5m / 2 )
= 8.1 kN/m
Total Dead Load at (E) - (F) =3.6 kN/m + 8.1 kN/m + 8.1 kN/m
=19.8 kN/m
Live Load
Live load on slab E-F/ 4-5 =0.5 m x ( Lx / 2 )
(Trapezoidal) =0.5 kN/m2
x ( 4.5m / 2 )
= 1.125 kN/m
Live load on slab E-F/ 5-6 =0.5 m x ( Lx / 2 )
(Trapezoidal) =0.5 kN/m2
x ( 4.5m / 2 )
= 1.125 kN/m
Total Live Load at (E) - (F) =1.125 kN/m + 1.125 kN/m
=2.25 kN/m
Ultimate Load
Ultimate Dead Load at (E)-(F) = 19.8 kN/m X 1.4 = 27.72 kN/m
Ultimate Live Load at (E)-(F) = 2.25 kN/m X 1.6 = 3.6 kN/m
Total Ultimate Load at (E)-(F) = 27.72 kN/m + 3.6 kN/m
= 31.32 kN/m
Dead Load
Diagram
Live Load Diagram
Ultimate Load
Diagram

55. Reaction Force
Ʃ MA = MA1 - MA2
0= MA1 - (2.3m x 144.072 kN )
0= (-RB X 4.6 m) - 331.366 kNm
RB =331.366 kNm / 4.6 m
RB =72.036 kN
Ʃ FY = 0
0= -144.072 kN + RA + RB
RA= 144.072 kN - 72.036 kN
RA= 72.036 kN
Area of Shear Force Diagram (V)
Positive area = 72.036 X 2.3m
X 0.5
= 248.5242 kN
Negative area = 72.036 X 2.3m
X 0.5
= 248.5242 kN

56. 12)Beam F / 4-6
Roof Level
Beam F / 4-6 carries:
Dead load from beam self weight : Grid line F/ 4-6
Dead load from slab : Grid line E-F/ 4-5, E-F/ 5-6
Dead load from cantilever slab : Grid line E-F/ 4-6
Live load from roof : Grid line E-F/ 4-5, E-F/ 5-6
(0.5 KN/m2
)
Live load from cantilever roof : Grid line E-F/ 4-6
(0.5 KN/m2
)
Point load from Beam E-F/5 : Point F/5 from beam E-F/ 5
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6kN/m
Dead load on slab E-F/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 ) x (2/3)
Beam Chosen Force Distribution

57. (Triangle) =3.6 kN/m2
x ( 4.5 m / 2 ) x (2/3)
= 5.40 kN/m
Dead load on slab E-F/ 5-6 =0.15 m x 24 kN/m3
x ( Lx /
2 ) x (2/3)
(Triangle) =3.6 kN/m2
x ( 4.5 m / 2 ) x (2/3)
= 5.40 kN/m
Dead load on cantilever slab =0.15 m x 24 kN/m3
x ( Lx )
= 10.05 kN/m
Total Dead Load at (4) - (5) =3.6 kN/m + 5.4 kN/m + 10.5
kN/m
=19.5 kN/m
Total Dead Load at (5) - (6) =3.6 kN/m + 5.4 kN/m + 10.5
kN/m
=19.5 kN/m
Live Load
Live load on slab E-F/ 4-5 =0.5 m x ( Lx / 2 ) x (2/3)
(Triangle) =0.5 kN/m2
x ( 4.5 m / 2 ) x (2/3)
= 0.75 kN/m
Live load on slab E-F/ 5-6 =0.5 m x ( Lx / 2 ) x (2/3)
(Triangle) =0.5 kN/m2
x ( 4.5 m / 2 ) x (2/3)
= 0.75 kN/m
Live load on cantilever slab =0.15 m x ( Lx )
= 0.05 kN/m x 2.8 m
= 1.4 kN/m
Total Live Load at (4) - (5) =0.75 kN/m + 1.4 kN/m
=2.15 kN/m
Total Live Load at (5) - (6) =0.75 kN/m + 1.4 kN/m
=2.15 kN/m
Point Load
Point load from point F/5 from Beam E-F/5 : 72.036 kN
Dead Load
Diagram
Live Load Diagram

58. Ultimate Load
Ultimate Dead Load at (4)-(6) = 19.5 kN/m X 1.4 = 27.3 kN/m
Ultimate Live Load at (4)-(6) = 2.15 kN/m X 1.6 = 3.44 kN/m
Total Ultimate Load at (4)-(6) = 27.3 kN/m + 3.44 kN/m
= 30.74 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= MA1 - [ (4.5 m x 72.036 kN ) + (4.5 m x 276.66
kN ) ]
0= (-RB X 9 m) - 1569.132 kNm
RB =1569.132 kNm / 9 m
RB =174.348 kN
Ʃ FY = 0
0= -72.036 kN -276.66 kN + RA + RB
RA= 348.696 kN - 174.348 kN
RA= 174.348 kN
Area of Shear Force Diagram (V)
Positive area = (174.348 + 36.018) X 0.5
X 4.5m
= 473.235 kN
Negative area = (174.348 + 36.018) X 0.5
X4.5m
= 473.235 kN
Ultimate Load
Diagram

59. 13)Beam E -F/ 1
First Floor
Beam E-F / 1 carries:
Dead load from beam self weight : Grid line E-F/ 1
Dead load from brick wall : Grid line E-F/ 1
Dead load from slab : Grid line E-F/ 1-2
Live load from slab : Grid line E-F/ 1-2
(Bathroom 2.0 kN/m2 )
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =2.6 m x 0.15 m x 19 kN/m3
(wall height= 2.6m) =7.41 kN/m
Dead load on slab E-F/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2
x (2/3)
(Triangle) =3.6 kN/m2
x ( 4.6 m / 2 ) x (2/3)
= 5.52 kN/m
Total Dead Load =3.6 kN/m + 7.41 kN/m + 5.52
kN/m
=16.53 kN/m Dead Load
Diagram
Wall Diagram Beam Chosen Force Distribution

60. Live Load
Live Load on slab E-F/ 1-2 =2.0 kN/m2
x (4.6/2) x (2/3)
=3.067 kN/m
Total Live Load =3.607 kN/m
Ultimate Load
Ultimate Dead Load at (E)-(F) = 16.53 kN/m X 1.4 = 23.142 kN/m
Ultimate Live Load at (E)-(F) = 3.067 kN/m X 1.6 = 4.907 kN/m
Total Ultimate Load at (E)-(F) = 23.142 kN/m + 4.907 kN/m
= 28.049 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= MA1 - (2.3m x 129.062 kN )
0= (-RB X 4.6 m) - 331.366 kNm
RB =296.843 kNm / 4.6 m
RB =64.53 kN
Ʃ FY = 0
0= -129.062 kN + RA + RB
RA= 129.062 kN - 64.53 kN
RA= 64.53 kN
Area of Shear Force Diagram (V)
Positive area = 64.531 X 2.3m X 0.5
= 74.21 kN
Negative area = 64.531 X 2.3m X 0.5
= 74.21 kN
Live Load Diagram
Ultimate Load
Diagram

61. 14)Beam E/ 1-2
Ground Floor
Beam E/ 1-2 carries:
Dead load from beam self weight : Grid line E/ 1-2
Dead load from brick wall : Grid line E/ 1-2 ( 6m)
Dead load from slab : Grid line C-E/ 1-2, E-F/ 1-2
Live load from slab : Grid line C-E/ 1-2, E-F/ 1-2
Wall Diagram Beam Chosen Force Distribution

62. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m , 6m) =8.55 kN/m
Dead load on slab C-E/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 7.0m / 2 )
= 12.6 kN/m
Dead load on slab E-F/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) =3.6 kN/m2
x ( 4.6m / 2 )
= 8.28 kN/m
Total Dead Load with wall = 3.6 kN/m + 8.55 kN/m + 12.6
kN/m
+ 8.28 kN/m
= 33.03 kN/m
Total Dead Load without wall = 3.6 kN/m + 12.6 kN/m + 8.28 kN/m
= 24.48 kN/m
Live Load
Live Load on slab C-E/ 1-2 =1.5 kN/m2
x (7/2)
(Trapezoidal)(Bedroom) =5.25 kN/m
Live Load on slab E-F/ 1-2 =2.0 kN/m2
x (4.6/2)
(Trapezoidal)(Bathroom) =4.6 kN/m
Total Live Load =5.25 kN/m + 4.6 kN/m
=9.85 kN/m
Dead Load
Diagram
Live Load Diagram

63. Ultimate Load
Ultimate Dead Load at 1-2(with wall) = 33.03 kN/m X 1.4 = 46.242
kN/m
Ultimate Dead Load at 1-2(without wall) = 24.48 kN/m X 1.4 = 34.272
kN/m
Ultimate Live Load at 1-2 = 9.85 kN/m X 1.6 = 15.76 kN/m
Total Ultimate Load at 1-2
With wall = 46.242 kN/m + 15.76 kN/m = 60 kN/m
Without wall = 34.272 kN/m + 15.76 kN/m = 50.03 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= MA1 - [ (1.5 m x 150.096 kN ) + (6 m x 372.012
kN ) ]
0= (-RB X 9 m) - 1569.132 kNm
RB =2457.216 kNm / 9 m
RB =273.024 kN
Ʃ FY = 0
0= -150.096 kN -372.012 kN + RA + RB
RA= 522.108 kN - 273.024 kN
RA= 249.084 kN
Ultimate Load
Diagram

64. Area of Shear Force Diagram (V)
X/Y = a/b
98.988/372.012 = a / 6
a = 1.5965
Area L = (249.084 + 98.988) X
0.5X 3m
= 522.108
Area M = 98.988 X 1.5965m X 0.5
= 79.0189
Positive area = Area L + Area M
= 522.108 + 79.0189
Negative area = 273.024 X (6- 1.5965)m
X 0.5
= 601.13 kN

65. 15)Beam C/ 1-2
Ground Floor
Beam C/ 1-2 carries:
Dead load from beam self weight : Grid line C/ 1-2
Dead load from brick wall : Grid line C/ 1-2
Dead load from slab : Grid line B-C/ 1-2 & C-E/ 1-2
Live load from slab : Grid line B-C/ 1-2 & C-E/ 1-2
(Bedroom 1.5 KN/m2
)
Wall Diagram Beam Chosen Force Distribution

66. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19
kN/m3
(wall height= 3.0m) =8.55 kN/m
Dead load on slab B-C/ 1-2 =0.15 m x 24 kN/m3
x ( Lx /
2 )
(one way slab) =3.6 kN/m2
x ( 4.2 m / 2 )
= 7.56 kN/m
Dead load on slab C-E/ 1-2 =0.15 m x 24 kN/m3
x ( Lx
/ 2 )
(Trapezoidal) =3.6 kN/m2
x ( 7.0m / 2 )
= 12.6 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m
+ 7.56 kN/m + 12.6 kN/m
=32.31 kN/m
Live Load
Live Load on slab B-C/ 1-2 =1.5 kN/m2
x (4.2/2)
(one way slab) =3.15 kN/m
Live Load on slab C-D/ 1-2 =1.5 kN/m2
x (7.0/2)
(Trapezoidal) =5.25 kN/m
Total Live Load =3.15 kN/m + 5.25 kN/m
=8.4 kN/m
Dead Load
Diagram
Live Load Diagram

67. Ultimate Load
Ultimate Dead Load at (1)-(2) = 32.31 kN/m X 1.4 = 45.234 kN/m
Ultimate Live Load at (1)-(2) = 8.4 kN/m X 1.6 = 13.44 kN/m
Total Ultimate Load at (1)-(2) = 45.234 kN/m + 13.44 kN/m
= 58.674 kN/m
Resultant Force
Ʃ MA = MA1 - MA2
0= MA1 - (4.5m x 528.07 kN )
0= (-RF X 9m) - 2376.315 kNm
RF =2376.315 kNm / 9m
RF =264.035 kN
Ʃ FY = 0
0= -528.07 kN + 264.035 kN + Ra
Ra= 264.035 kN
Area of Shear Force Diagram (V)
Positive area = 264.033 X 4.5m
X 0.5
= 594.074 kN
Negative area = 264.033 X 4.5m
X 0.5
= 594.074 kN
Ultimate Load
Diagram

68. 16)Beam C-E/ 1
Ground Floor
Beam C-E/ 1 carries:
Dead load from beam self weight : Grid line C-E/ 1
Dead load from brick wall : Grid line C-E/ 1
Dead load from slab : Grid line C-E/ 1-2
Live load from slab : Grid line C-E/ 1-2
Wall Diagram Beam Chosen Force Distribution

69. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m) =8.55 kN/m
Dead load on slab C-E/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
x (2/3)
(Triangular) =3.6 kN/m2
x (7 m / 2 ) x (2/3)
=8.4 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m + 8.4 kN/m
=20.55 kN/m
Live Load
Live Load on slab C-E/ 1-2 =1.5 kN/m2
x (7/2) x (2/3)
(Triangular) =3.5 kN/m
Total Live Load =3.5 kN/m
Ultimate Load
Ultimate Dead Load at H-I = 20.55 kN/m X 1.4 = 28.77 kN/m
Ultimate Live Load at H-I = 3.5 kN/m X 1.6 = 5.6 kN/m
Total Ultimate Load at H-I = 28.77 kN/m + 5.6 kN/m
= 34.37 kN/m
Dead Load
Diagram
Live Load Diagram
Ultimate Load
Diagram

70. Resultant Force
Ʃ MA = MA1 - MA2
0= MA1 - (3.5m x 240.59 kN )
0= (-RF X 7m) - 842.065 kNm
RF =842.065 kNm / 7.8m
RF =120.295 kN
Ʃ FY = 0
0= -240.59 kN + 120.295 kN + Ra
Ra= 120.295 kN
Area of Shear Force Diagram (V)
Positive area = 120.295 X 3.5m X 0.5
= 210.516 kN
Negative area = 120.295 X 3.5m X 0.5
= 210.516 kN

71. Column
Tributary Area Method
( Live Load and Dead Load)
Height of ground floor = 3.0 m
Height of first floor = 2.6 m
Brick wall 1500 mm thick
- Dead Load : Ground floor brick wall = 0.15 m X 3.0 m X 19 kN/m3
=8.55 kN/m
First floor brick wall = 0.15 m X 2.6 m X 19 kN/m3
=7.41 kN/m
Beam Size 300mm X 500mm
- Dead Load = 0.3 X 0.5 X 24 kN/m3
= 3.6 kN/m
Secondary Beam size 300mm X 400mm
- Dead Load = 0.3 X 0.4 X 24 kN/m3
= 2.88 kN/m
Slab thickness is 150 mm
- Dead Load = 0.15 X 24 kN/m3
= 2.88 kN/m2
Column:
Ground Floor = 0.5m X 0.5m
(RC Concrete) =0.25 m2
Dead Load of Ground Floor Column = 0.25 m2
X 3 m X 24 kN/m3
=18 kN
First Floor = Ԉr2
(RC Concrete) = Ԉ (0.25 m)2
= 0.196 m2
Dead Load of First Floor Column = 0.196 m2
X 2.6 m X 24 kN/m3
=12.23 kN

72. 17)Column F/4
Ground floor plan First floor plan Roof plan
Determine the load acting on column F/4
Roof level
Dead Load
Slab (Flat Roof) = 4.5m X 5.1m X 3.6 kN/m2
= 82.62 kN
Roof beam = Primary beam length = (2.3m + 4.5m) X 3.6 kN/m
= 24.48 kN
= Secondary beam length = 2.3m X 2.88 kN/m
= 6.624 kN
Total = 113.724 kN
Live Load
Roof = 4.5m X 5.1m X 0.5 kN/m2
= 11.475 kN

73. First Floor
Dead Load
Wall = 2.3m X 7.41 kN/m
= 17.043 kN
Slab = (4.5m X 5.75m) X 3.6 kN/m2
= 93.555 kN
Beam = (2.3m + 3.475m + 4.5m) X 3.6 kN/m2
= 36.99 kN
Column = 12.23 kN
Total = 159.818 kN
Live Load
Bedroom = 4.5m X 2.3m X 1.5 kN/m2
= 15.525 kN
Balcony = 4.5m X 3.475m X 1.5 kN/m2
= 23.456 kN
Total = 38.98 kN
Ground Floor
Dead Load
Wall = (6.6m + 3.475m + 6.6m + 3.475m) X 7.41 kN/m
= 149.312 kN
Slab = (11.1m X 5.775m) X 3.6 kN/m2
= 230.769 kN
Beam = (2.3m + 3.475m + 6.6m + 4.5m) X 3.6 kN/m2
= 60.75 kN
Column = 18 kN
Total = 458.831 kN

74. Live Load
Leisure = 4.5m X 5.775m X 1.5 kN/m2
= 38.98 kN
Courtyard = 2.3m X 6.6m X 1.5 kN/m2
= 22.77 kN
Swimming pool = 3.475m X 6.6m X 5 kN/m2
= 114.675 kN
Total = 176.425 kN
Total:
Total Dead load = 113.724 kN +159.818 kN + 458.831 kN
= 732.373 kN
Total Live load = 11.475 kN + 38.98 kN + 176.425 kN
= 226.88 kN
Ultimate Load
Ultimate Dead Load = 732.373 kN X 1.4 = 1025.322 kN
Ultimate Live Load = 226.88 kN X 1.6 = 363.008 kN
Total Ultimate load = 1025.322 kN + 363.008 kN = 1388.33 kN
So, ultimate load acting on column B1 is 1388.33 kN

75. 18)Column F/6
Ground floor plan First floor plan
Roof plan
Determine the load acting on column E/6

76. Roof level
Dead Load
Slab (Flat Roof) = 4.5m X 5.1m X 3.6 kN/m2
= 52.62 kN
Roof beam = Primary beam length = (2.3m + 4.5m) X 3.6 kN/m
= 24.48 kN
= Secondary beam length = 2.3m X 2.88 kN/m
= 6.624 kN
Total = 83.754 kN
Live Load
Roof = 4.5m X 5.1m X 0.5 kN/m2
= 11.475 kN
First Floor
Dead Load
Slab = (5.775m X 4.5m) X 3.6 kN/m2
= 93.555 kN
Beam = (3.475m + 4.5m +2.3m) X 3.6 kN/m2
= 36.99 kN
Column = 12.23 kN
Total = 142.775 kN
Live Load
Bedroom = 4.5m X 2.3m X 1.5 kN/m2
= 15.525 kN
Balcony = 4.5m X 3.475m X 1.5 kN/m2
= 23.456 kN
Total = 38.98 kN

77. Ground Floor
Dead Load
Slab = (5.775m X 4.5m) X 3.6 kN/m2
= 93.555 kN
Beam = (3.475m + 4.5m +2.3m) X 3.6 kN/m2
= 36.99 kN
Column = 18 kN
Total = 148.545 kN
Live Load
Leisure = 4.5m X 5.775m X 1.5 kN/m2
= 38.98 kN
Total:
Total Dead load = 38.754 kN +142.775 kN + 148.545 kN
= 330.074 kN
Total Live load = 11.475 kN + 38.98 kN + 38.98 kN
= 89.435 kN
Ultimate Load
Ultimate Dead Load = 330.074 kN X 1.4 = 462.104 kN
Ultimate Live Load = 89.435 kN X 1.6 = 143.096 kN
Total Ultimate load = 462.104 kN + 143.096 kN = 605.2 kN
So, ultimate load acting on column B1 is 605.2 kN

78. 19)Column E/1
Ground floor plan First floor plan Roof plan
Determine the load acting on column E/1
Roof level
Area of roof = (5.775+ 5.1) X (4.5+ 2.0)
= 10.875 X 6.5
= 70.688 m2
Dead Load
Roof (Pitch Roof) = 70.688 m2
X 1.0 kN/m2
= 70.688 m2
Roof beam = Primary beam length = (5.1m + 5.775m + 4.5m) X 3.6 kN/m
= 55.35 kN
Total = 126.038 kN
Live Load
Roof = 70.688 m2
X 0.5 kN/m2
= 35.344 kN

79. First Floor
Dead Load
Wall = 5.8 m X 7.41kN/m
= 42.978 kN
Slab = (5.8m X 4.5m) X 3.6 kN/m2
= 93.96 kN
Beam = (3.5m + 2.3m + 4.5m) X 3.6 kN/m2
= 37.08 kN
Column = 12.23 kN
Total = 186.248 kN
Live Load
Kitchen =3.5 m X 4.5 m X 1.5 kN/m2
=23.625 kN
Dining area =2.3 m X 4.5 m X 1.5 kN/m2
=15.525 kN
Total =39.15 kN
Ground Floor
Dead Load
Wall = 7.3m X 8.55 kN/m
= 62.415 kN
Slab = (5.8m X 4.5m) X 3.6 kN/m2
= 93.96 kN
Beam = (3.5m + 2.3m + 4.5m) X 3.6 kN/m2
= 37.08 kN
Column = 18 kN
Total = 211.455 kN

80. Live Load
Bedroom = 4.5m X 3.5m X 1.5 kN/m2
= 23.625 kN
Bathroom = 4.5m X 2.3m X 2 kN/m2
= 20.7 kN
Total = 44.325 kN
Total:
Total Dead load = 126.038 kN + 186.248 kN + 211.455 kN
= 523.741 kN
Total Live load = 35.344 kN + 39.15 kN + 44.325 kN
= 118.819 kN
Ultimate Load
Ultimate Dead Load = 523.741 kN X 1.4 = 733.237 kN
Ultimate Live Load = 118.819 kN X 1.6 = 190.11 kN
Total Ultimate load = 733.237 kN + 190.11 kN =923.347kN
So, ultimate load acting on column B1 is 923.347 kN

81. 20)Column C/1
Ground floor plan First floor plan
Determine the load acting on column C/1
First Floor
Dead Load
Wall = (2.1m + 3.5m + 4.5m) X 7.41kN/m
= 74.841 kN
Slab = (4.5 m X 5.6m) X 7.41kN/m
= 186.732 kN
Beam = (2.1m + 3.5m + 4.5m) X 3.6 kN/m2
= 36.36 kN
Total = 297.933 kN

82. Live Load
Kitchen = 4.5 m X 5.6m X 3 kN/m2
= 75.6 kN
Ground Floor
Dead Load
Wall = (2.1m + 3.5m + 4.5m) X 8.55 kN/m
= 86.355 kN
Slab = (4.5 m X 5.6m ) X 3.6 kN/m2
= 90.72 kN
Beam = (2.1m + 3.5m + 4.5m) X 3.6 kN/m2
= 36.36 kN
Column = 18 kN
Total = 231.435 kN
Live Load
Bedroom = (4.5 m X 5.6m ) X 1.5 kN/m2
= 37.8 kN
Total:
Total Dead load = 297.933 kN + 231.435 kN
= 529.368 kN
Total Live load = 75.6 kN + 37.8 kN
= 113.4 kN
Ultimate Load
Ultimate Dead Load = 529.368 kN X 1.4 = 741.115 kN
Ultimate Live Load = 113.4 kN X 1.6 = 181.44 kN
Total Ultimate load = 741.115 kN + 181.44 kN = 922.555 kN
So, ultimate load acting on column B1 is 922.555 kN

83. Capacity of Concrete
N = 0.4 fcu Ac + 0.8 fy ASC
N = capacity of concrete
Fcu = concrete strength (N/mm2)
Ac = cross section of concrete column
fcu = yield strength of steel (N/mm2)
Asc = steel content in a column
Ac = 300 mm x 500 mm = 150000 mm2
ASC = 2% X 150000 = 3000
N = 0.4 fcu Ac + 0.8 fy ASC
N = 0.4 (30) (150000) + 0.8 (460) (300)
N = 1800000 + 110400
N = 1910400
N = 1910.4 kN
Thus, this column can sustain any ultimate load below 1910.4 kN

85. 21)Beam E / 4-6
Roof Level
Beam E / 4-6 carries:
Dead load from beam self weight : Grid line E/ 4-6
Dead load from slab : Grid line D-E/ 4-5, D-E/ 5-6, E-F/ 4-5, E-F/ 5-6
Live load from roof : Grid line D-E/ 4-5, D-E/ 5-6, E-F/ 4-5, E-F/
5-6
(0.5 KN/m2
)
Point load from : point E/5 from beam D-E/ 5,
(Refer to Kristy and Ivy ) point E/5 from beam E-F/ 5
Beam Chosen Force Distribution

86. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6kN/m
Dead load on slab D-E/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 )
=3.6 kN/m2
x ( 4.2m / 2 )
=7.56 kN/m
Dead load on slab D-E/ 5-6 =0.15 m x 24 kN/m3
x ( Lx / 2 )
=3.6 kN/m2
x ( 4.2 m / 2 )
=7.56 kN/m
Dead load on slab E-F/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 )
x (2/3)
(Triangle) =3.6 kN/m2
x (4.5 m / 2 ) x (2/3)
=5.4 kN/m
Dead load on slab E-F/ 5-6 =0.15 m x 24 kN/m3
x ( Lx /
2 )x (2/3)
(Triangle) =3.6 kN/m2
x ( 4.5 m / 2 )x (2/3)
=5.4 kN/m
Total Dead Load at (4) - (5) =3.6 kN/m + 7.56 kN/m + 5.4 kN/m
=16.56 kN/m
Total Dead Load at (5) - (6) =3.6 kN/m + 7.56 kN/m + 5.4kN/m
=16.56 kN/m
Live Load
Live load on slab D-E/ 4-5 =0.5 kN/m2
x ( Lx / 2 )
= 0.5 kN/m2
x ( 4.2m / 2 )
=1.05 kN/m
Live load on slab D-E/ 5-6 = 0.5 kN/m2
x ( Lx / 2 )
=0.5 kN/m2
x ( 4.2 m / 2 )
=1.05 kN/m
Live load on slab E-F/ 4-5 = 0.5 kN/m2
x ( Lx / 2 ) x (2/3)
(Triangle) =0.5 kN/m2
x ( 4.5 m / 2 ) x (2/3)
=0.75 kN/m
Dead Load
Diagram

87. Live load on slab E-F/ 5-6 =0.5 kN/m2
x ( Lx / 2 )x (2/3)
(Triangle) =0.5 kN/m2
x ( 4.5 m / 2 )x (2/3)
=0.75 kN/m
Total Live Load at (4) - (5) =1.05 kN/m + 0.75 kN/m
=1.8 kN/m
Total Live Load at (5) - (6) =1.05 kN/m + 0.75 kN/m
=1.8 kN/m
Point Load
Point load from point E/5 from Beam D-E/5 : 44.92kN
Point load from point E/5 from Beam E-F/5 : 72.036 kN
Ultimate Load
Ultimate Dead Load at (4)-(5) = 16.56 kN/m X 1.4 = 23.184
kN/m
Ultimate Dead Load at (5)-(6) = 16.56 kN/m X 1.4 = 23.184
kN/m
Ultimate Live Load at (4)-(5) = 1.8 kN/m X 1.6 = 2.88 kN/m
Ultimate Live Load at (5)-(6) = 1.8 kN/m X 1.6 = 2.88 kN/m
Total Ultimate Load at (4)-(5) = 23.184 kN/m + 2.88 kN/m
= 26.064 kN/m
Total Ultimate Load at (5)-(6) = 23.184 kN/m + 2.88 kN/m
= 26.064 kN/m
Live Load Diagram
Ultimate Load Diagram

88. Reaction Force
Ʃ MA = MA1 - MA2
0= [(4.5m x 234.576 kN ) + (4.5m x 44.92) + (4.5 x 72.036) -
MA2
0= 1581.89 kNm - (RB X 9 m)
RB =1581.89 kNm / 9 m
RB =175.77 kN
Ʃ FY = 0
0= -117.29 kN -117.29 kN -44.92 kN - 72.036 kN + RA + RB
RA= 351.53 kN - 175.77 kN
RA= 175.76 kN
Area of Shear Force Diagram (V)
Positive area = (175.76 + 58.48) / 2
X 4.5m
= 527.04 kN
Negative area = (175.77 + 58.48) / 2
X 4.5m
= 527.06 kN

89. 22)Beam E -F/ 4
First Floor
Beam E-F / 4 carries:
Dead load from beam self weight : Grid line E-F/ 4
Dead load from brick wall : Grid line E-F/ 4
Dead load from slab : Grid line E-F/ 4-5
Live load from slab : Grid line E-F/ 4-5
(Bedroom 1.5 kN/m2 )
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =2.6 m x 0.15 m x 19 kN/m3
(wall height= 2.6m) =7.41 kN/m
Dead load on slab E-F/ 4-5 =0.15 m x 24 kN/m3
x ( Lx / 2 )
x (2/3)
(Triangle) =3.6 kN/m2
x ( 4.6 m / 2 ) x (2/3)
= 5.52 kN/m
Total Dead Load =3.6 kN/m + 7.41 kN/m + 5.52 kN/m
=16.53 kN/m
Dead Load
Diagram
Wall Diagram Beam Chosen Force Distribution

90. Live Load
Live Load on slab E-F/ 4-5 =1.5 kN/m2
x (4.6/2) x (2/3)
(Triangle) =2.3 kN/m
Ultimate Load
Ultimate Dead Load at (E)-(F) = 16.53 kN/m X 1.4 = 23.142
kN/m
Ultimate Live Load at (E)-(F) = 2.3kN/m X 1.6 = 3.68 kN/m
Total Ultimate Load at (E)-(F) = 23.142 kN/m + 3.68 kN/m
= 26.822 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= (2.3m x 123.38 kN ) -MA2
0= 283.78 kNm - (RB X 4.6 m)
RB =283.78 kNm / 4.6 m
RB =61.69 kN
Ʃ FY = 0
0= -123.38 kN + RA + RB
RA= 123.38 kN - 61.69 kN
RA= 61.69 kN
Area of Shear Force Diagram (V)
Positive area = 1 / 2 X 2.3m x 61.69
= 70.94 kN
Negative area = 1 / 2 X 2.3m x -61.69
= -70.94 kN
Live Load Diagram
Ultimate Load Diagram
Live Load Diagram

91. 23)Beam C/ 1-2
Ground Floor
Beam C/ 1-2 carries:
Dead load from beam self weight : Grid line C/ 1-2
Dead load from brick wall : Grid line C/ 1-2
Dead load from slab : Grid line B-C/ 1-2 & C-D/ 1-2
Live load from slab : Grid line B-C/ 1-2 & C-D/ 1-2
(Bedroom 1.5 KN/m2
)
Wall Diagram Beam Chosen Force Distribution

92. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m) =8.55 kN/m
Dead load on slab B-C/ 1-2 =0.15 m x 24 kN/m3
x ( Lx /
2 )
(one way slab) =3.6 kN/m2
x ( 4.2 m / 2 )
= 7.56 kN/m
Dead load on slab C-D/ 1-2 =0.15 m x 24 kN/m3
x ( Lx /
2 )
(Trapezoidal) =3.6 kN/m2
x ( 7.0m / 2 )
= 12.6 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m
+ 7.56 kN/m + 12.6 kN/m
=32.31 kN/m
Live Load
Live Load on slab B-C/ 1-2 =3.0 kN/m2
x (4.2/2)
(one way slab, Kitchen) =6.3 kN/m
Live Load on slab C-D/ 1-2 =1.5 kN/m2
x (7.0/2)
(Trapezoidal) =5.25 kN/m
Total Live Load =6.3 kN/m + 5.25 kN/m
=11.55 kN/m
Ultimate Load
Ultimate Dead Load at (1)-(2) = 32.31 kN/m X 1.4 = 45.234
kN/m
Ultimate Live Load at (1)-(2) = 11.55 kN/m X 1.6 = 18.48
kN/m
Total Ultimate Load at (1)-(2) = 45.234 kN/m + 18.48 kN/m
= 63.714 kN/m
Dead Load
Diagram
Live Load Diagram
Ultimate Load Diagram

93. Reaction Force
Ʃ MA = MA1 - MA2
0= - (4.5m x 573.426 kN )- MA2
0= 2580.417 kNm - (RB X 9m)
RB =2580.417 kNm / 9m
RB =286.713 kN
Ʃ FY = 0
0= -573.426 kN + 286.713 kN + Ra
Ra= 286.713 kN
Area of Shear Force Diagram (V)
Positive area = 1 / 2 X 4.5 m x
286.713 kN
= 645.1 kN
Negative area = 1 / 2 X 4.5 m x
-286.713 kN
= -645.1 kN

94. 24)Beam H-I/ 1
Ground Floor
Beam H-I/ 1 carries:
Dead load from beam self weight : Grid line H-I/ 1
Dead load from brick wall : Grid line H-I/ 1
Dead load from slab : Grid line H-I/ 1-2
Live load from slab : Grid line H-I/ 1-2
Wall Diagram Beam Chosen Force Distribution

95. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load from brick wall =3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m) =8.55 kN/m
Dead load on slab H-I/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 )
x (2/3)
(Triangular) =3.6 kN/m2
x (7.8 m / 2 ) x (2/3)
=9.36 kN/m
Total Dead Load =3.6 kN/m + 8.55 kN/m + 9.36 kN/m
=21.51 kN/m
Live Load
Live Load on slab H-I/ 1-2 =1.5 kN/m2
x (7.8/2) x (2/3)
(Triangular) =3.9 kN/m
Total Live Load =3.9 kN/m
Ultimate Load
Ultimate Dead Load at H-I = 21.51 kN/m X 1.4 = 30.114
kN/m
Ultimate Live Load at H-I = 3.9 kN/m X 1.6 = 6.24 kN/m
Total Ultimate Load at H-I = 30.114 kN/m + 6.24 kN/m
= 36.354 kN/m
Dead Load
Diagram
Live Load Diagram
Ultimate Load Diagram

96. Reaction Force
Ʃ MA = MA1 - MA2
0= (3.9m x 283.56 kN ) - MA2
0= 1105.89 kNm- (RF X 7.8m)
RF =1105.89 kNm / 7.8m
RF =141.78 kN
Ʃ FY = 0
0= -283.56 kN + 141.78 kN + Ra
Ra= 141.78 kN
Area of Shear Force Diagram (V)
Positive area = 1 / 2 X 3.9 m
x 141.78 kN
= 276.48 kN
Negative area = 1 / 2 X 3.9 m
x -141.78 kN
= -276.48 kN

97. 25)Beam H/ 1-2
Ground Floor
Beam H/ 1-2 carries:
Dead load from beam self weight : Grid line H/ 1-2
Dead load from brick wall : Grid line H/ 1-2 ( 6m)
Dead load from slab : Grid line G-H/ 1-2 & H-I/ 1-2
Live load from slab : Grid line G-H/ 1-2 & H-I/ 1-2
(Bedroom1.5 KN/m2
, Bathroom 2.0 KN/m2
)
Wall Diagram Beam Chosen Force Distribution

98. Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
= 3.6 kN/m
Dead load from brick wall = 3.0 m x 0.15 m x 19 kN/m3
(wall height= 3.0m , 6m) = 8.55 kN/m
Dead load on slab G-H/ 1-2 = 0.15 m x 24 kN/m3
x ( Lx / 2 )
(Trapezoidal) = 3.6 kN/m2
x (6.9 m / 2 )
= 12.42 kN/m
Dead load on slab H-I/ 1-2 = 0.15 m x 24 kN/m3
x ( Lx /
2 )
(Trapezoidal) = 3.6 kN/m2
x (7.8 m / 2 )
= 14.04 kN/m
Total Dead Load with wall = 3.6 kN/m + 8.55 kN/m
+ 12.42 kN/m + 14.04 kN/m
= 38.61 kN/m
Total Dead Load without wall = 3.6 kN/m + 12.42 kN/m + 14.04 kN/m
= 30.06 kN/m
Live Load
Live Load on slab G-H/ 1-2 =2.0 kN/m2
x (6.9/2)
(Trapezoidal)(Bathroom) =6.9 kN/m
Live Load on slab H-I/ 1-2 =1.5 kN/m2
x (7.8/2)
(Trapezoidal)(Bedroom) =5.85 kN/m
Total Live Load =12.75 kN/m
Dead Load
Diagram
Live Load Diagram

99. Ultimate Load
Ultimate Dead Load at 1-2(with wall) = 38.61 kN/m X 1.4
= 54.054 kN/m
Ultimate Dead Load at 1-2(without wall) = 30.06 kN/m X 1.4
= 42.084 kN/m
Ultimate Live Load at 1-2 = 12.75 kN/m X 1.6 = 20.4 kN/m
Total Ultimate Load at 1-2
With wall = 54.054 kN/m + 20.4 kN/m = 74.454 kN/m
Without wall = 42.084 kN/m + 20.4 kN/m = 62.484 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= [(3m x 446.724 kN ) + (7.5m x 187.452 kN )] -
MA2
0= (1340.172 kNm + 1405.89 kNm)- (RB X 9m)
RB =2746.062 kNm / 9m
RB =305.118 kN
Ʃ FY = 0
0= -446.724 kN - 187.452 kN + 305.118 kN + RA
RA= 329.058 kN
Ultimate Load Diagram

100. Area of Shear Force Diagram (V)
329.058/ 446.724 = X/6
X= 4.4m
Positive area = 1/2 x 329.058 x 4.4
= 723.93
Negative area of Triangle = 1/2 x 1.6x -117.67
= 94.13
Negative area of Trapezoid =(117.67 + 305.118) /2
X 3m
= 634.18 kN

101. 26)Beam I-J/ 1
First Floor
Beam I-J/ 1 carries:
Dead load from beam self weight : Grid line I-J/ 1
Dead load from slab : Grid line I-J 1-2
Live load from slab : Grid line I-J/ 1-2
Dead Load
Beam self weight = 0.5 m x 0.3 m x24 kN/m3
=3.6 kN/m
Dead load on slab I-J/ 1-2 =0.15 m x 24 kN/m3
x ( Lx / 2 ) x
(2/3)
(Triangular) =3.6 kN/m2
x (5.9 m / 2 ) x (2/3)
=7.08 kN/m
Total Dead Load =3.6 kN/m + 7.08 kN/m
=10.68 kN/m
Dead Load
Diagram
Wall Diagram Beam Chosen Force Distribution

102. Live Load
Live Load on slab I-J/ 1-2 =1.5 kN/m2
x (5.9/2) x (2/3)
(Triangular) =2.95 kN/m
Total Live Load =2.95 kN/m
Ultimate Load
Ultimate Dead Load at H-I = 10.68 kN/m X 1.4 = 14.952
kN/m
Ultimate Live Load at H-I = 2.95 kN/m X 1.6 = 4.72
kN/m
Total Ultimate Load at H-I = 14.952 kN/m + 4.72 kN/m
= 19.672 kN/m
Reaction Force
Ʃ MA = MA1 - MA2
0= MA1 - (2.95 m x 116.065 kN )
0= (-RB X 5.9m) - 342.39 kNm
RB =342.39 kNm / 5.9m
RB =58.03 kN
Ʃ FY = 0
0= -116.065 kN+ 58.03 kN + Ra
Ra= 58.035 kN
Live Load Diagram
Ultimate Load Diagram

103. Area of Shear Force Diagram (V)
Positive area = 1 / 2 X 58.03 m x 2.95kN
= 85.6 kN
Negative area = 1 / 2 X 2.95m x -58.03 kN
= -85.6 kN

104. Column
Tributary Area Method
( Live Load and Dead Load)
Height of ground floor = 3.0 m
Height of first floor = 2.6 m
Brick wall 1500 mm thick
- Dead Load : Ground floor brick wall = 0.15 m X 3.0 m X 19 kN/m3
=8.55 kN/m
First floor brick wall = 0.15 m X 2.6 m X 19 kN/m3
=7.41 kN/m
Beam Size 300mm X 500mm
- Dead Load = 0.3 X 0.5 X 24 kN/m3
= 3.6 kN/m
Secondary Beam size 300mm X 400mm
- Dead Load = 0.3 X 0.4 X 24 kN/m3
= 2.88 kN/m
Slab thickness is 150 mm
- Dead Load = 0.15 X 24 kN/m3
= 2.88 kN/m2
Column:
Ground Floor = 0.5m X 0.5m
(RC Concrete) =0.25 m2
Dead Load of Ground Floor Column = 0.25 m2
X 3 m X 24 kN/m3
=18 kN
First Floor = Ԉr2
(RC Concrete) = Ԉ (0.25 m)2
= 0.196 m2
Dead Load of First Floor Column = 0.196 m2
X 2.6 m X 24 kN/m3
=12.23 kN

105. 27)Column E/4
Ground floor plan First floor plan
Determine the load acting on column E/4
Roof level
Dead Load
Slab (Flat Roof) = 4.5m X 4.4m X 3.6 kN/m2
= 71.28 kN
Roof beam = Primary beam length = (4.4m + 4.5m) X 3.6 kN/m
= 32.04 kN
= Secondary beam length = 4.4m X 2.88 kN/m
= 12.672 kN
Total = 115.992 kN
Live Load
Roof = 4.5m X 4.4m X 0.5 kN/m2
= 9.9 kN
Roof plan

106. First Floor
Dead Load
Wall = 4.4m X 7.41kN/m
= 32.6 kN
Slab = (4.4m X 4.5m) X 3.6 kN/m2
= 71.28 kN
Beam = (4.4m + 4.5m) X 3.6 kN/m2
= 32.04 kN
Column = 12.23 kN
Total = 148.15 kN
Live Load
Bedroom = 4.5m X 4.4m X 1.5 kN/m2
= 29.7 kN
Ground Floor
Dead Load
Slab = (4.4m X 4.5m) X 3.6 kN/m2
= 71.28 kN
Beam = (4.4m + 4.5m) X 3.6 kN/m2
= 32.04 kN
Column = 18 kN
Total = 121.32 kN

107. Live Load
Leisure = 4.5m X 4.4m X 1.5 kN/m2
= 29.7 kN
Total:
Total Dead load = 115.992 kN +148.15 kN + 121.32 kN
= 385.462 kN
Total Live load = 9.9 kN + 29.7 kN + 29.7 kN
= 69.3 kN
Ultimate Load
Ultimate Dead Load = 385.462 kN X 1.4 = 539.65 kN
Ultimate Live Load = 69.3 kN X 1.6 = 110.88 kN
Total Ultimate load = 539.65 kN + 110.88 kN = 650.53 kN
So, ultimate load acting on column E/4 is 650.53 kN

108. 28)Column E/6
Ground floor plan First floor plan
Determine the load acting on column E/6
Roof level
Dead Load
Slab (Flat Roof) = 4.5m X 4.4m X 3.6 kN/m2
= 71.28 kN
Roof beam = Primary beam length = (4.4m + 4.5m) X 3.6 kN/m
= 32.04 kN
= Secondary beam length = 4.4m X 2.88 kN/m
= 12.672 kN
Total = 115.992 kN
Live Load
Roof = 4.5m X 4.4m X 0.5 kN/m2
= 9.9 kN
Roof plan

109. First Floor
Dead Load
Slab = (4.4m X 4.5m) X 3.6 kN/m2
= 71.28 kN
Slab ( Cantilever) = (4.4m X 1.8m ) X 3.6 kN/m2
=28.512 kN
Beam = (4.4m + 4.5m) X 3.6 kN/m2
= 32.04 kN
Column = 12.23 kN
Total = 144.062 kN
Live Load
Bedroom = 4.5m X 4.4m X 1.5 kN/m2
= 29.7 kN
Balcony =(4.4m X 1.8m ) X 1.5 kN/m2
=11.88 kN
Total =11.88 kN +29.7 kN
=45.18 kN
Ground Floor
Dead Load
Slab = (4.4m X 4.5m) X 3.6 kN/m2
= 71.28 kN
Beam = (4.4m + 4.5m) X 3.6 kN/m2
= 32.04 kN
Column = 18 kN
Total = 121.32 kN

110. Live Load
Leisure = 4.5m X 4.4m X 1.5 kN/m2
= 29.7 kN
Total:
Total Dead load = 115.992 kN +144.062 kN + 121.32 kN
= 381.374 kN
Total Live load = 9.9 kN + 45.18 kN + 29.7 kN
= 84.78 kN
Ultimate Load
Ultimate Dead Load = 381.374 kN X 1.4 = 533.92 kN
Ultimate Live Load = 84.78 kN X 1.6 = 135.65 kN
Total Ultimate load = 533.92 kN + 135.65 kN = 669.57 kN
So, ultimate load acting on column E/6 is 669.57 kN

111. 29)Column I/1
Ground floor plan First floor plan
Determine the load acting on column I/1
Roof level
Area of roof = [(14.7/2)+ 1.8] X [(9/2)+ 2.0]
= 9.15 X 6.5
= 59.475 m2
Dead Load
Roof (Pitch Roof) = 59.475 m2
X 1.0 kN/m2
= 59.475 kN
Roof beam = Primary beam length = (7.35m + 4.5m) X 3.6 kN/m
= 42.66 kN
Total = 102.135 kN
Roof plan

112. Live Load
Roof = 59.475 m2
X 0.5 kN/m2
= 29.738 kN
Total =29.738 kN
First Floor
Dead Load
Wall = 3.9 m X 7.41kN/m
= 28.9 kN
Slab = (6.85m X 4.5m) X 3.6 kN/m2
= 110.97 kN
Beam = (6.85m + 4.5m) X 3.6 kN/m2
= 40.86 kN
Column = 12.23 kN
Total = 192.96 kN
Live Load
Living room =2.95 m X 4.5 m X 1.5 kN/m2
=19.91 kN
Balcony =3.9 m X 4.5 m X 1.5 kN/m2
=26.33 kN
Total =46.24 kN

113. Ground Floor
Dead Load
Wall = 6.85m X 8.55 kN/m
= 58.57 kN
Slab = (6.85m X 4.5m) X 3.6 kN/m2
= 110.97 kN
Beam = (6.85m + 4.5m) X 3.6 kN/m2
= 40.86 kN
Column = 18 kN
Total = 228.4 kN
Live Load
Bedroom = 4.5m X 6.85m X 1.5 kN/m2
= 46.24 kN
Total:
Total Dead load = 102.135 kN + 192.96kN + 228.4 kN
= 523.5 kN
Total Live load = 29.738 kN + 46.24 kN + 46.24 kN
= 122.2 kN
Ultimate Load
Ultimate Dead Load = 523.5 kN X 1.4 = 732.9 kN
Ultimate Live Load = 122.2 kN X 1.6 = 195.52kN
Total Ultimate load = 732.9 kN + 195.52kN =928.42kN
So, ultimate load acting on column I/1 is 928.42 kN

114. 30)Column H/1
Ground floor plan First floor plan
Determine the load acting on column H/1
First Floor
Dead Load
Wall = (7.35 m ) X 7.41kN/m
= 54.46 kN
Slab = (7.35 m X 4.5m) X 3.6 kN/m2
= 119.07 kN
Beam = (7.35m + 4.5m) X 3.6 kN/m2
= 42.66 kN
Total = 216.19 kN

115. Live Load
Living room = 7.35 m X 4.5 m X 1.5 kN/m2
= 49.61 kN
Ground Floor
Dead Load
Wall = (7.35m + 4.5m) X 8.55 kN/m
= 101.3 kN
Slab = (7.35m X 4.5m) X 3.6 kN/m2
= 119.07 kN
Beam = (7.35m + 4.5m) X 3.6 kN/m2
= 42.66 kN
Column = 18 kN
Total = 281.03 kN
Live Load
Bedroom = 4.5m X 7.35m X 1.5 kN/m2
= 49.61 kN
Total:
Total Dead load = 216.19 kN + 281.03 kN
= 497.22 kN
Total Live load = 49.61 kN + 49.61 kN
= 99.22 kN
Ultimate Load
Ultimate Dead Load = 497.22 kN X 1.4 = 696.108 kN
Ultimate Live Load = 99.22 kN X 1.6 = 158.75 kN
Total Ultimate load = 696.108 kN + 158.75 kN = 854.858 kN
So, ultimate load acting on column H/1 is 854.858 kN

116. Capacity of Concrete
N = 0.4 fcu Ac + 0.8 fy ASC
N = capacity of concrete
Fcu = concrete strength (N/mm2)
Ac = cross section of concrete column
fcu = yield strength of steel (N/mm2)
Asc = steel content in a column
Ac = 300 mm x 500 mm = 150000 mm2
ASC = 2% X 150000 = 3000
N = 0.4 fcu Ac + 0.8 fy ASC
N = 0.4 (30) (150000) + 0.8 (460) (300)
N = 1800000 + 110400
N = 1910400
N = 1910.4 kN
Thus, this column can sustain any ultimate load below 1910.4 kN