Municipal Presentation

1. STRUCTURAL DESIGN OF
RESIDENTIAL CUM COMMERCIAL BUILDING
AT SINAMANGAL, KATHMANDU
1
Presented By:
Er. Saumya Shrestha
NEC No: 15850 Civil ‘A’
Owner :
Mr Sarad Dahal

2. Contents
• Objective/Scope of Works
• Introduction
• Analytical Modeling
• Analysis of Building (Linear Static/Dynamic Analysis)
• Analysis Output
• Typical Structural Design and Drawing
• Foundation Design
2

3. • The main objective of this study is to perform Detail structural
analysis and Seismic design of the Residential Cum Commercial
Building.
3
Objective

4. • To develop 3D analytical finite element model.
• Analyze finite element model to acquire adequate size and
reinforcement in structure elements.
• To prepare structural drawings as per the output of 3D analytical
finite element model.
4
Scope of Works

5. Proposed plan of Residential Cum Commercial Building is
located at Sinamangal, Kathmandu.
Building consists of 1 storey basement+6 stories.
Typical floor area is = 2164.5 sq.ft.
Typical storey height of the building is 2.74 m (9ft)
 Plan dimension of building
L = 21.94m , B =7.69m, H = 19.304m
L/B = 2.85, H/B = 2.51
5
Introduction

6. Site Plan
6

7. Location Map
7

8. Architectural Plan
8

9. Architectural Section
9

10. Architectural Elevation
10

11. Analytical Model & Geometrical sizes
ETABS V20 automatically design
Beam and Column
Analysis using NBC 105:2020
Design and Ductile Detailing using IS
456:2000, NBC 105:2020
11
Structural
System
Element
Structural Element Sizes Grade of
Concrete Typical Component
Types
Structural
Wall
System
Foundation 2’-8” M 25 RC sections
Column
2’ x 3’, 2’ x 2’, 1’6” x 2’,
2’x2’6”,
M 30
RC sections
Basement
Shear Wall
9” M 30
RC sections
Beam
9”x12”, 14”x22”, 14”x18”,
6”x18”, 9”x16”, 12”x18”,
9”x18”
M 30
RC sections
Infill Walls
9” Local
Brick
Non load bearing
walls

12. Analysis & Design Data
12

13. Analytical analysis is done in following
methods:
Equivalent Static Method (Linear Static
Method)
Response Spectrum Method (Dynamic
Method)
13
Analytical Analysis Method

14. • Dead Load: IS 875 PART I
Self weight of structural elements : 25 KN/m3
Unit Weight of Brick: 19.2 KN/m3
Lift Machine Load : 7.5 KN/m2
Water Tank Load : 2.5 KN/m2
Floor Finish : 1.5 KN/m2
40mm thick Screed + 12mm Plaster = 52mm Thick
0.052 x 20.4 = 1.061 KN/m2
Wt. of Marble 12mm thick = 0.012 x 25 = 0.3 KN/m2
Total Floor Finish Load = 0.3+1.061 = 1.325 KN/m2
Adopt Floor Finish Load with Marble = 1.5 KN/m2
Adopt Floor Finish Load without Marble = 1.25 KN/m2
14
Load Assign

15. • Live Load : IS 875 PART II
Passage and Lobby: 4 KN/m2
Rental Space: 4 KN/m2
Bedroom : 2 KN/m2
Kitchen : 2 KN/m2
Rental Toilet/Bathroom: 3 KN/m2
Residential Toilet/Bathroom: 2 KN/m2
Accessible Roof: 1.5 KN/m2
In-Accessible Roof: 0.75 KN/m2
15
Load Assign

16. Soil Pressure Load Assign
16
Z= 2.8445m
Ø= 30
Sp.Gr. 18kN/m3
ka= 0.333
C= 5.994
D= 17.05

17. • CONCRETE: (M30; Slab, beam, Column, Shear Walls),
• (M25; Foundation)
Young's Modulus of Elasticity
E: 5000*√30= 27386.13 MPa.
E: 5000*√25= 25000 MPa.
Poisson's Ratio μ=0.2
• STEEL: (Fe 500D)
HYSD 500 : fy=500 MPa, fu=545 Mpa
• STEEL: (Fe 250)
Fe 250 : fy=250 MPa, fu=410 MPa
17
Mechanical Properties

18. Zone factor, Z = 0.35 (for Kathmandu)
Importance Factor I = 1.25
Soil Type = D
Structural System: Reinforced Concrete Moment
Resisting Frame
Ductility factor Rμ = 4
Over Strength factor for ULS Ωμ = 1.5
Over Strength factor for SLS Ωs = 1.25
18
Seismic Parameters

19. Building Height (for time period calculation)
H=16.46m;
Fundamental Time Period:
Empirical method
Tx,Ty = 0.075 (h^0.75) = 0.613 Sec (Frame System)
Tx/y = 0.766 sec (Amplified Time period)
Rayleigh method
Tx,Ty =
Tx/y = 0.655/0.643 sec
Adopted time period for analysis: Tx/y = 0.655/0.643 sec
19
Fundamental Time Period:
(NBC 105:2020)

20. Seismic Horizontal Coefficient (Cd(T1)):
C(T1) = Ch(T) Z I = 2.25 * 0.35 *1.25= 0.9844
Cd(T1) = 0.9844/(4*1.5) = 0.1641
Seismic Wt. of Building = 16061 KN
Horizontal Base Shear = 2635.61 KN
20
Ultimate Limit State
Serviceability Limit State
Seismic Horizontal Coefficient (Cd(T1)):
Cs(T1) = 0.2 C (T1) = 0.2 * 0.9844 = 0.1969
Cd(T1) = 0.1969/(1.25) = 0.1575
Seismic Wt. of Building = 16061 KN
Horizontal Base Shear = 2529.61 KN

21. • Moment of Inertia of Column 0.7 (NBC 105:2020)
• Moment of Inertia of Beam 0.35
• Since, ETABS considered G=E/(2*(1+µ))=0.4*E. Thus for shear
stiffness, full shear stiffness of the section is to be used.
21
Crack Section Analysis

22.  1.2DL + 1.5LL
DL + λLL ± EQx/y
Where λ = 0.6 for storage facilities
= 0.3 for other usage
22
Load Combination for design
(NBC 105:2020)

23. Structural Analysis Output
Checking with NBC 105:2020
• Static & Dynamic Base Shear
• No. of Mode
• Modal Participating Mass Ratio
• Natural Frequency
• Story Drift Ratio
• Torsion Irregularity
• Stability Index
• Soft Story
• Mass Irregularity
• Eccentricity
• Serviceability Check
23

24. Horizontal Base Reaction
24
TABLE: Base Reactions
Output Case FX FY
kN kN
EQx ULS -2635.61 0.00
EQx ULS -2635.61 0.00
EQx ULS -2635.61 0.00
EQy ULS 0.00 -2635.61
EQy ULS 0.00 -2635.61
EQy ULS 0.00 -2635.61
EQx SLS -2529.61 0.00
EQx SLS -2529.61 0.00
EQx SLS -2529.61 0.00
EQy SLS 0.00 -2529.61
EQy SLS 0.00 -2529.61
EQy SLS 0.00 -2529.61
RSx ULS 2635.62 285.12
RSy ULS 293.66 2635.62
RSx SLS 2529.62 273.65
RSy SLS 281.85 2529.62

25.  Mode 16: 97.2 % and 94.2% in X and Y direction respectively > permissible 90%
25
Modal Participation Mass Ratio
Model participating Mass Ratios
Case Mode
Period
Ux Uy Sum Ux Sum Uy
sec
Modal 1.000 0.802 0.149 0.489 0.149 0.489
Modal 2.000 0.787 0.513 0.156 0.662 0.645
Modal 3.000 0.634 0.018 0.009 0.680 0.653
Modal 4.000 0.274 0.031 0.073 0.711 0.727
Modal 5.000 0.272 0.083 0.033 0.794 0.760
Modal 6.000 0.227 0.006 0.002 0.800 0.762
Modal 7.000 0.147 0.035 0.002 0.836 0.764
Modal 8.000 0.136 0.004 0.042 0.839 0.807
Modal 9.000 0.111 0.019 0.001 0.858 0.807
Modal 10.000 0.094 0.021 0.000 0.879 0.808
Modal 11.000 0.084 0.002 0.024 0.881 0.832
Modal 12.000 0.069 0.040 0.000 0.921 0.832
Modal 13.000 0.057 0.006 0.012 0.927 0.844
Modal 14.000 0.053 0.042 0.000 0.968 0.844
Modal 15.000 0.045 0.000 0.004 0.968 0.848
Modal 16.000 0.024 0.003 0.093 0.972 0.942
Modal 17.000 0.021 0.024 0.001 0.996 0.943
Modal 18.000 0.016 0.001 0.053 0.997 0.995

26. Storey Drift Ratio
Drift ratio < 0.025 (Cl. 5.6.3, NBC 105:2020) for Ultimate
26
Floor
Ductility
Factor
Loading Direction
Story
Drift
Design Storey
Drift
Condition Loading Direction
Storey
Drift
Design
Storey Drift
Condition
0 Ground Floor 4 EQx X 0.00055 0.0022 OK EQy Y 0.000123 0.000492 OK
1 First Floor 4 EQx X 0.002419 0.009676 OK EQy Y 0.002203 0.008812 OK
2 Second Floor 4 EQx X 0.003206 0.012824 OK EQy Y 0.003301 0.013204 OK
3 Third Floor 4 EQx X 0.00341 0.01364 OK EQy Y 0.003397 0.013588 OK
4 Fourth Floor 4 EQx X 0.003387 0.013548 OK EQy Y 0.003238 0.012952 OK
5 Fifith Floor 4 EQx X 0.003107 0.012428 OK EQy Y 0.002877 0.011508 OK
6 Top Floor 4 EQx X 0.002478 0.009912 OK EQy Y 0.002356 0.009424 OK
Ultimate Limit State
Storey Drift Limiting value not exceeding : 0.025

27. Storey Drift Ratio
Drift ratio < 0.006 (Cl. 5.6.3 NBC 105:2020) for Serviceability
27
Floor Loading Direction Storey Drift Condition Loading Direction Storey Drift Condition
0 Ground Floor EQx X 0.000528 OK EQy Y 1.18E-04 OK
1 First Floor EQx X 0.002321 OK EQy Y 0.002115 OK
2 Second Floor EQx X 0.003077 OK EQy Y 0.003168 OK
3 Third Floor EQx X 0.003273 OK EQy Y 0.003261 OK
4 Fourth Floor EQx X 0.003251 OK EQy Y 0.003108 OK
5 Fifith Floor EQx X 0.002982 OK EQy Y 0.002761 OK
6 Top Floor EQx X 0.002378 OK EQy Y 0.002261 OK
Serviceability Limit State
0.006
Limiting value not exceeding :
Storey Drift

28. Torsion Irregularity
Δmax < 1.5 Δmin (Cl. 5.5.2.1, NBC 105:2020)
Δmax/(Δmax+ Δmin) <1.2 28
Maximum Average
Check
mm mm <1.2
6 Top Floor EQx ULS LinStatic 1 X 49.607 45.28 1.096 OK
5 Fifith Floor EQx ULS LinStatic 1 X 42.816 39.093 1.095 OK
4 Fourth Floor EQx ULS LinStatic 1 X 34.421 31.712 1.085 OK
3 Third Floor EQx ULS LinStatic 1 X 25.217 23.568 1.07 OK
2 Second Floor EQx ULS LinStatic 1 X 15.987 15.327 1.043 OK
1 First Floor EQx ULS LinStatic 1 X 7.256 7.106 1.021 OK
6 Top Floor EQx SLS LinStatic 1 X 47.612 43.459 1.096 OK
5 Fifith Floor EQx SLS LinStatic 1 X 41.094 37.521 1.095 OK
4 Fourth Floor EQx SLS LinStatic 1 X 33.037 30.436 1.085 OK
3 Third Floor EQx SLS LinStatic 1 X 24.203 22.62 1.07 OK
2 Second Floor EQx SLS LinStatic 1 X 15.344 14.711 1.043 OK
1 First Floor EQx SLS LinStatic 1 X 6.964 6.82 1.021 OK
6 Top Floor EQy ULS LinStatic 1 Y 47.615 46.597 1.022 OK
5 Fifith Floor EQy ULS LinStatic 1 Y 41.152 40.214 1.023 OK
4 Fourth Floor EQy ULS LinStatic 1 Y 33.285 32.504 1.024 OK
3 Third Floor EQy ULS LinStatic 1 Y 24.43 23.835 1.025 OK
2 Second Floor EQy ULS LinStatic 1 Y 15.144 14.756 1.026 OK
1 First Floor EQy ULS LinStatic 1 Y 6.124 5.955 1.028 OK
6 Top Floor EQy SLS LinStatic 1 Y 45.7 44.723 1.022 OK
5 Fifith Floor EQy SLS LinStatic 1 Y 39.497 38.597 1.023 OK
4 Fourth Floor EQy SLS LinStatic 1 Y 31.946 31.196 1.024 OK
3 Third Floor EQy SLS LinStatic 1 Y 23.448 22.876 1.025 OK
2 Second Floor EQy SLS LinStatic 1 Y 14.535 14.162 1.026 OK
1 First Floor EQy SLS LinStatic 1 Y 5.878 5.715 1.028 OK
Directio
n
Ratio
Torsion Irregularity Check
Story
Output
Case
Case Type
Step
Number

29. Stability Indices for checking P- Δ
Column is classified as non-sway if stability indices (Qsi) ≤ 0.04. (IS 456,
Annex E)
30

30. Stability Indices for checking P- Δ
31
Cracked Section; Lateral Load in X-dir
Storey
Axial Load
Sum(Wi) (kN) u ∆u
Lateral
Load (kN) Hi
Hs
(mm)
Qsi=Sum(Pu
∆u)/(Huhs) Classification
Story6 824.0 47.96 6.52 512.9365 512.94 2.74 0.004Non Sway
Story5 1894.4 41.43 8.18 660.8495 1173.79 2.74 0.005Non Sway
Story4 1946.9 33.25 8.85 540.2579 1714.04 2.74 0.004Non Sway
Story3 2074.5 24.40 8.98 423.5417 2137.59 2.74 0.003Non Sway
Story2 1971.6 15.42 8.44 267.9345 2405.52 2.74 0.003Non Sway
Story1 1905.1 6.98 5.48 124.0875 2529.61 2.74 0.002Non Sway
GF 0.0 1.50 0.00 0 2529.61 2.84 0.000Non Sway
Base 0.0 0.00 0.00 0 2529.61 0 0.000Non Sway
Sum 2529.6076

31. Stability Indices for checking P- Δ
32
Cracked Section; Lateral Load in Y-dir
Storey
Axial Load
Sum(Wi) (kN) u ∆u
Lateral Load
(kN) Hi
Hs
(mm)
Qsi=Sum(Pu
∆u)/(Huhs) Classification
Story6 824.0 47.53 7.89 512.9365 512.94 2.74 0.005Non Sway
Story5 1894.4 39.64 7.58 660.8495 1173.79 2.74 0.004Non Sway
Story4 1946.9 32.07 8.53 540.2579 1714.04 2.74 0.004Non Sway
Story3 2074.5 23.54 8.94 423.5417 2137.59 2.74 0.003Non Sway
Story2 1971.6 14.59 8.69 267.9345 2405.52 2.74 0.003Non Sway
Story1 1905.1 5.90 5.57 124.0875 2529.61 2.74 0.002Non Sway
GF 0.0 0.34 0.34 0 2529.61 2.84 0.000Non Sway
Base 0.0 0.00 0.00 0 2529.61 0 0.000Non Sway
Sum 2529.6076

32. Storey Stiffness
(Cl. 5.5.1.2, NBC 105:2020)
33
Load Case Stiffness Check Load Case Stiffness Check
Floor Load kN/m kN/m
0 Ground Floor EQx 2793132.258 - EQy 11901473 -
1 First Floor EQx 427670.926 OK EQy 457440.67 OK
2 Second Floor EQx 312823.578 OK EQy 310935.93 OK
3 Third Floor EQx 268248.614 OK EQy 244638.43 OK
4 Fourth Floor EQx 218114.295 OK EQy 204047.96 OK
5 Fifith Floor EQx 164250.887 OK EQy 151498.12 OK
6 Top Floor EQx 86340.391 OK EQy 83294.564 OK
Storey Stiffness

33. Mass Irregularity check
(Cl. 5.5.1.5, NBC 105:2020)
34
Mass Wi+1<1.5xWi
Floor kg
1 First Floor 194202.03 -
2 Second Floor 200978.28 OK
3 Third Floor 211468.17 OK
4 Fourth Floor 198463.43 OK
5 Fifith Floor 193109.29 OK
6 Top Floor 83999.46 -
Mass Irregularity

34. Eccentricity check
(Cl. 5.7, NBC 105:2020)
35
Storey XCCM YCCM XCR YCR X diff (CM CR)Y diff (CM CR) % X % Y
m m m m m m
1 First Floor 2.9555 11.1953 3.9116 10.0278 0.9561 1.1675 12.42% 5.32%
2 Second Floor 3.0575 10.9302 3.9166 10.534 0.8591 0.3962 11.16% 1.81%
3 Third Floor 3.1043 10.9255 3.9083 11.0416 0.804 0.1161 10.45% 0.53%
4 Fourth Floor 2.945 11.1647 3.8968 11.3639 0.9518 0.1992 12.37% 0.91%
5 Fifith Floor 3.1464 10.6388 3.8975 11.6001 0.7511 0.9613 9.76% 4.38%
6 Top Floor 3.4757 10.409 3.8493 11.3743 0.3736 0.9653 4.85% 4.40%
Eccentricity Calculation

35. Reinforced Concrete Design Checking
• Percentage of reinforcement
• Column reinforcement comparison
• PMM Ratio
• Strong Column weak beam/ Column Beam Capacity
36

36. Required Reinforcement
37

37. Percentage of Reinforcement
• Less 4% in column 38

38. Column/Beam Capacity
C/B capacity > 1.2 39

39. Typical Beam, Column Section
40

40. Geometrical Sizes of Structural
Elements
41
Structural
System
Element
Structural Element Sizes Grade of
Concrete Typical Component
Types
Structural
Wall
System
Foundation 2’-8” M 25 RC sections
Column
2’ x 3’, 2’ x 2’, 1’6” x 2’, 2’x2’6”, M 30
RC sections
Basement
Shear Wall
9” M 30
RC sections
Beam
9”x12”, 14”x22”, 14”x18”,
6”x18”, 9”x16”, 12”x18”, 9”x18”
M 30
RC sections
Slab
5” M30
RC section
Infill Walls
9” Local Brick Non load bearing
walls

41. Column Layout Plan
42

42. Column Section
43

43. Beam Layout Plan
44

44. Typical Beam
45

45. Slab Layout Plan
46

46. Staircase Details
47

47. FOUNDATION ANALYSIS
Foundation Type: Raft foundation
Raft Thickness: 2’-8”
Safe Bearing Capacity: 222.1 KN/m2 (55mm Settlement)
Soil type: D for Kathmandu.
Soil subgrade reaction: 15227.38 KN/m2/m(Geo tech Report)
Water Table Level = 4m
Foundation Level = 2.7m
Software: SAFE version 20
Liquefaction: Not susceptible
48

48. Soil Test Data
49

49. FOOTING ANALYSIS
50
As per IS 1904

50. Punching Shear Capacity
51
Punching Shear < 1

51. Soil Pressure Diagram
52
Bearing pressure < Safe Bearing Pressure
(Maximum Bearing Pressure= 183.96 kN/m2)

52. Settlement Check
53
Permissible Settlement = 55mm (From soil test report)
(Maximum Settlement = 12mm

53. Mat Rebar Detail
54
Required Rebar in X-Direction – 2369.38 mm2/m
Provided Rebar in X-Direction – 2093.33 mm2/m

54. Mat Foundation
55

55. Protection Pile
56

56. THANK YOU
57