A REPORT ON

STRUCTURAL ANALYSIS AND DESIGN

OF
COMMERCIAL BUILDING
CLIENT:MRS BINA SHRESTHA
LOCATION: KAMALPOKHARI, KATHMANDU
 Contents
List of Figures...............................................................................................iii
List of Tables................................................................................................iv
1 Introduction............................................................................................1
2 Description of the project......................................................................3
2.1 Architectural configuration of Building................................................................3
2.2 Location of Building.............................................................................................5
3 Numerical modeling...............................................................................6
4 Structural analysis..................................................................................9
4.1 Load cases considered..........................................................................................9
4.2 Load combination.................................................................................................9
4.3 Mass Source..........................................................................................................9
4.4 Dead loads.............................................................................................................9
4.5 Live load.............................................................................................................12
4.6 Seismic Loading..................................................................................................13
4.6.1 Seismic coefficient method..........................................................................13
4.6.2 Dynamic analysis.........................................................................................14
4.7 Modal analysis and modal mass participation....................................................14
4.8 Seismic Weight and Base Shear..........................................................................15
4.9 Story Drift and displacement Calculations.........................................................16
4.10 Analysis of Internal Forces Developed in Frames..........................................19
5 Design....................................................................................................20
5.1 Column design summary....................................................................................21
5.2 Beam Design Summary......................................................................................25
5.3 Slab Design Summary.........................................................................................32
5.4 Staircase Design Summary.................................................................................32
5.5 Basement and Shear wall Design Summary.......................................................32
5.6 Foundation Design Summary..............................................................................32
6 CONCLUSION.....................................................................................33
7 RECOMMENDATIONS.....................................................................34
ANNEXES....................................................................................................35
ANNEX -I: REFERENCES..........................................................................................35
ANNEX-II: SAMPLE DESIGN CALCULATIONS....................................................36
SAMPLE BEAM DESIGN BY ETABS...................................................................36
SAMPLE COLUMN DESIGN..................................................................................37
SAMPLE SLAB DESIGN.........................................................................................39
FOOTING DESIGN..................................................................................................41
BASEMENT WALL DESIGN..................................................................................46

ii
List of Figures
Figure 2-1 : Floor Plan of Building.....................................................................................3
Figure 2-2 : Section Elevation of building..........................................................................4
Figure 2-3 : Seismic Hazard of Himalayas..........................................................................5
Figure 3-1 : 3D model created in ETABS...........................................................................6
Figure 3-2 : Ground floor, 1st ,2nd 3rd floor plan modeled in ETABS..................................7
Figure 3-3 : 4th floor plan modeled in ETABS...................................................................7
Figure 3-4 : Typical Elevation of building in Y direction Modeled in ETABS..................8
Figure 3-5 : Typical Elevation of building in X direction modeled in ETABS..................8
Figure 4-1 : Wall load.......................................................................................................10
Figure 4-2 : Floor finish load.............................................................................................11
Figure 4-3 : Earthpressure.................................................................................................11
Figure 4-4 : live load..........................................................................................................12
Figure 4-5 : Terrace live load............................................................................................12
Figure 4-6 : Drift ratio in Eqx Service loading..................................................................16
Figure 4-7 : Drift ratio in Eqy service loading.................................................................16
Figure 4-8 : Drift ratio in Eqx ultimate loading...............................................................17
Figure 4-9 : Drift ratio in Eqy ultimate loading.................................................................17
Figure 4-10 : Displacement in Eqx Service loading..........................................................18
Figure 4-11 : Displacement in Eqy service loading...........................................................18
Figure 4-12 : Sample Bending Moment Diagram for frames along Grid A/A-1.5(DL+LL)
...........................................................................................................................................19
Figure 4-13 : Sample Shear force Diagram for frames along Grid A/A -1.5(DL+LL).....19
Figure 4-14 : Sample Axial force Diagram for frames along Grid A/A -1.5(DL+LL).....20
Figure 5-1 : Rebar of column in Grid A............................................................................21
Figure 5-2 : Rebar of column in Grid B............................................................................21
Figure 5-3 : Rebar of column in Grid C............................................................................22
Figure 5-4 : Rebar of column in Grid D............................................................................22
Figure 5-5 : Rebar in Ground floor beam..........................................................................25
Figure 5-6 : Rebar in first floor beam................................................................................25
Figure 5-7 : Rebar in Second floor beam...........................................................................25
Figure 5-8 : Rebar in Third floor beam.............................................................................25
Figure 5-9 : Rebar in Fourth floor beam............................................................................26
Figure 5-10 : Base reaction for footing design..................................................................32

iii
List of Tables
Table 2-1 : Building Description.........................................................................................4
Table 4-1 : Mass source.......................................................................................................9
Table 4-2 : Dead loads unit weight......................................................................................9
Table 4-3 : Dead load applied............................................................................................10
Table 4-4 :Live load applied..............................................................................................12
Table 4-5 : Seismic Coefficient Calculation as per NBC 105:2020..................................13
Table 4-6 : Modal mass participation ratio from ETABS.................................................14
Table 5-1 : Column Design summary................................................................................23
Table 5-2 : Beam Design Summary...................................................................................27

iv
EXECUTIVE SUMMARY

This report focuses on structural design of Commercial building located at Kathmandu. It

summarizes design assumption, methodology and follows up of codes and standards for
the building with proper consideration of the earthquake resistant design criteria
following the NBC105:2077.

The primary objective of the project is to analyze and design the structural elements of
the buildings based on Indian and Nepali Standard Codes. The seismic coefficient
method as well as response spectrum method are adopted to analyze the earthquake
response of the building.

Finite element analysis showed that the anticipated performance of the buildings
subjected to the design earthquake meets NBC code seismic hazard level requirement for
building. The building response for drift, displacement is also calculated.

The following conclusions can be drawn from this report:

The building is designed to complying the guidelines and the Indian standards.

Story drifts are within the acceptable limits under DBE level earthquakes.

** The structural design is carried on the architectural drawing provided. This report solely emphases and
confines itself to technical aspects of the building and does not comment on other aspects of the building.

v
 1 Introduction
The design of the structure is a sequential and iterative process. It has been gone through the
provided architectural drawing so as the basic structural system is worked out as accordingly.
The scope of the work is to perform structural analysis and design of this building and to
generate Structural drawing. The effort has been made to analyze and generate design sheets
and drawings.

The basic aim of the structural design is to build a structure, which is safe, fulfilling the
intended purpose during its estimated life span (50 years), economical in terms of initial and
maintenance cost, durable and also maintaining a good aesthetic appearance. A structure is
considered to be structurally sound, if the individual elements and the structure as a whole
satisfy the criteria for strength, stability and serviceability and in seismic areas additional
criteria for ductility and energy absorption capabilities. The overall structure must be strong
enough to transfer all loads through the structure to the ground without collapsing or loosing
structural integrity by rupture of the material at the critical sections, by transformation of the
whole or parts into mechanisms or by instability. This strength criterion is valid for all loads
that will normally be applied to the structure during its lifetime. The concern is needed for the
structure to have structural integrity. For load transfer mechanism, loads applied in the
structure are transferred from slab to beam, beam to column and from column to safely to
foundation. In high risk seismic areas, structures should be ductile and capable of dissipating
energy through inelastic actions.

Earthquakes occur due to the vibration of the earth’s surface caused by waves originating
from a source of disturbance inside the earth mass. The cause of vibration may be volcanic
eruption, tectonic activity, landslides, rock falls or even manmade explosions. Although, they
last for few seconds only, they may be the most destructive ones.

During an earthquake, ground motion occurs in a random fashion in all directions. These
ground motions cause structures to vibrate and induce inertial forces on them. Thus structure
located in such locations need to be suitably designed and detailed so as to counteract these

1
 forces. During the shaking event, the level of damage should be such that it can be
economically repaired. The main philosophy of seismic design is, therefore, to obtain a no
collapse structure rather than no damage structure.

Thus, the philosophy of seismic design can be summarized as follows:

1. Resist minor earthquakes without damage.

2. Resist moderate earthquake with minor structural and some non-structural damage.
3. Resist major catastrophic earthquakes without collapse.
The structures are generally designed for much lower seismic forces than what it may actually
experience during its life time. Since the structure is expected to undergo damage in the event
of a severe shaking, reliance is placed on the inelastic response of the structure beyond yield.

Therefore, structures have to be ductile and capable of dissipating energy through inelastic
actions. Ductility can be achieved by avoiding brittle modes of failures. Brittle modes of
failures include, shear and bond failure.

2
 2 Description of the project
2.1 Architectural configuration of Building
The building to be analyzed and designed here is a three-storied building with the basement
and stair cover proposed to be constructed at Kathmandu. The ground floor plan and section
are presented below in Figure 2-1, Figure 2-2 : The building description is presented in figure
below

Figure 2-1 : Floor Plan of Building

3
 Figure 2-2 : Section Elevation of building

Table 2-1 : Building Description

General features
Building Type Commercial
Location Kathmandu
Ground Floor Area 2370.26sq. ft
Architectural features
Number of storey Three story with basement and staircase
cover
Floor to Floor Height 11’
Total Height of the Building: 55 ft. up to Staircover from basement
level
Building Lateral Dimensions (Maximum) Along X: 51 ft. 5 inches
Along Y: 57 ft. 5 inches
Wall and Partition 9”brick wall and 5” brick wall
Structural features
Structural System Special Moment Resisting RC frame
Foundation Type RCC Mat foundation
Loads Resisting Elements
Columns RCC column 18”x18”

Beams RCC main beam 12”x18”

RCC secondary beam 9”x12”
Geotechnical Features
Soil Test Unavailable

4
 Soil Type (assumed) Type D
Seismic Zonic Factor considered: 0.35
Allowable bearing capacity 120 KN/m2
Material
Grade of concrete: M25
Grade of Reinforcement steel for RCC Fe 500
Expansion joint No
As per clause 27.2 of IS456:2000,
normally RCC structures exceeding 45 m
in length are designed with one or more
expansion.

2.2 Location of Building

Nepal is highly vulnerable to earthquake hazards. As per IS 1893:2016 (Part 1), Nepal can be
predicted to lies in high seismic risk (Zones V) as shown in Figure 2-3. The site is in
Kathmandu and it belongs to the higher seismic risk zone V as per Is code and seismic zoining
factor 0.35 as per NBC code

Figure 2-3 : Seismic Hazard of Himalayas

5
 3 Numerical modeling
The building is modeled in a tool ETABSv18. ETABS is Finite Element based tool which
analyze the structure from the connectivity of joints, frames, shells and defined meshing. The
structural members i.e. Column, beams are modeled as a frame member with node to node
connectivity. RCC Slabs and stairs are modeled as a thin-shell element with defined meshing
size. The Basement wall is modelled But it is designed manually. The support condition at
the base is idealized as a fixed support. The moment release at the beam/column joints is
neglected.

6
Figure 3-4 : 3D model created in ETABS

7
Figure 3-5 : Ground floor, 1st ,2nd 3rd floor plan modeled in ETABS

Figure 3-6 : 4th floor plan modeled in ETABS

8
Figure 3-7 : Typical Elevation of building in Y direction Modeled in ETABS

Figure 3-8 : Typical Elevation of building in X direction modeled in ETABS

9
 4 Structural analysis
For the purpose of structural analysis various Indian Standard Codes and NBC codes are
followed for loadings, load combinations and other analysis procedures.

4.1 Load cases considered

Following loads have been considered in the analysis of the building as per NBC code

I. Dead Load (DL)

II. Live load (LL)
III. Earthquake load in X-direction (RSx)
IV. Earthquake load in Y-direction (RSy)

4.2 Load combination

Following load combinations have been adopted as per NBC code.
 1.2DL + 1.5LL
 DL + λLL + E
 Where, λ = 0.6 for storage facilities
 = 0.3 for other usage

Where, DL= Dead load

LL = Imposed (Live) load
E = Earthquake load along X/Y direction

4.3 Mass Source

Following mass source have been adopted as per NBC for Seismic Analysis.

Table 4-2 : Mass source

Dead load including wall load, floor finish 1
Other live load except storage 0.3
Storage live load 0.6

4.4 Dead loads

Dead loads are assumed to be produced by slab, beams, columns, parapet walls, and floor
finish. The weight of building materials is taken as per IS 875 (Part 1-1987).

10
Table 4-3 : Dead loads unit weight
Materials Unit weight
Reinforced Concrete (for foundation) 25.00 KN/m³
Structural Steel 77.00 KN/m3
Reinforcement Steel 78.50 KN/m³
Brick 19.2 KN/m2

Table 4-4 : Dead load applied

9” Wall load 3.35*0.23*19.2=14.8 KN/m
9” Wall load with opening 11.83 KN/m
Inner 5” wall load 7.4 KN/m
Inner wall 5” load with opening 5.91 KN/m
Parapet wall load 2.2 KN/m
Floor finish 3 KN/m2 for stair and toilet/1.5 KN/m2 for
others
Earth pressure load
Unit wt of soil =18 KN/m
Angle of friction=30 degree
Nonuniform pressure on wall varying 0
KN/m2 at top to 20.1KN/m2 at bottom of
wall

11
Figure 4-9 : Wall load

12
Figure 4-10 : Floor finish load

Figure 4-11 : Earthpressure

13
 4.5 Live load
Live loads are applied on floor slabs on the basis of usage of rooms, as specified in IS 875
part II.

Table 4-5 :Live load applied

Live load for rental space 4.0 KN/m2
Live load for Passage/lobby/staircase 4.0 KN/m2
Live load for Toilet/Bathroom 2.0 KN/m2
Live load for store 5.0 KN/m2
Live load for Kitchen/Rooms 3.0 KN/m2
Terrace live load 1.5 KN/m2

Figure 4-12 : live load

Figure 4-13 : Terrace live load

14
 4.6 Seismic Loading

4.6.1 Seismic coefficient method

The building is analyzed for the seismic load as per NBC 105 2020. The seismic design data
assumed for the building is summarized below.

Table 4-6 : Seismic Coefficient Calculation as per NBC 105:2020

Calculation of seismic coeffiecient as per
NBC105:2070
Input
Location of Building Kathmandu
Reinforced Concrete Moment
Type of structure Resisting Frame

Seismic Zoining factor(Z) 0.35

Importance factor(I) 1.25
Height of building(h) 13.41 m
Method of analysis Equivalent Static Method
soil Type D

Period of vibration
For reinforcement moment resisting frame
T1=1.25k1h0.75 0.657 sec
Lower period of flat part of spectrum(Ta) 0.5 sec
Upper period of flat part of spectrum(Tc) 2 sec
Peak spectral acceleration normalized by PGA(α) 2.25 sec
Coefficient that controls the descending branch of
the spectrum 0.8

ref table 5.2 NBC 105:2070

Ductility factor for ULS state(Rμ) 4
Over-strength factor for ULS state (Ωu) 1.5
Over-strength factor for SLS state (Ωs) 1.25

Calculation of Spectral Shape Factor (Ch (T))

Ch (T) 2.25
Elastic site spectra for horizontal loadingC (T) =Ch(T) Z
I 0.984

15
 Elastic site spectra for Vertical loading Cv(Tv)= 2/3 Z 0.233333

Elastic site spectra for Serviceability Limit State Cs (T)

= 0.20 C (T) . 0.197

Horizontal base shear for Equivalent static method

For the ultimate limit state, the horizontal base shear
co-efficient for each mode, Cd(Ti), shall as given by Cd (𝑇𝑖 ) = C(𝑇𝑖 )/ Rµ x Ωu ……
0.164
For the serviceability limit state, the horizontal base
shear coefficient (design coefficient), Cd (T1), shall be
given by: Cd (𝑇1 ) = Cs(𝑇1 )/ Ωs
0.158
Exponent releated to structural period 1.08

4.6.2 Dynamic analysis

The dynamic analysis was performed by Response Spectrum Method using a design spectrum
offered by NBC105:2077. For the purpose of analysis, seismic forces are applied in the model
of the building in ETABS. Hence, the manual calculations of seismic weight, base shear and
the seismic forces have not been shown. However, the ETABS outputs for the Modal Seismic
Weight, Base Shear and Story Drifts are shown in the tabulated form.

4.7 Modal analysis and modal mass participation

Table 4-7 : Modal mass participation ratio from ETABS

SumU SumR
Case Mode Period UX UY SumUX Y Z
sec
Modal 1 1 0.853 0.0253 0.6332 0.0253 0.6332
Modal 2 2 0.813 0.6199 0.0225 0.6452 0.6557
Modal 3 3 0.653 0.0455 0.0021 0.6907 0.6578
Modal 4 4 0.303 0.0456 0.0373 0.7363 0.6951
Modal 5 5 0.294 0.0302 0.0434 0.7665 0.7385
Modal 6 6 0.24 0.0389 0.0041 0.8054 0.7426
Modal 7 7 0.199 0.0086 0.0518 0.8139 0.7944
Modal 8 8 0.189 0.0228 0.0034 0.8367 0.7978
Modal 9 9 0.159 0.0239 0.0005 0.8606 0.7983
Modal 10 10 0.137 0.0477 0.0000158 0.9083 0.7983
Modal 11 11 0.132 0.000009905 0.0497 0.9083 0.848
Modal 12 12 0.109 0.0428 0.0002 0.9511 0.8482

16
 Modal 13 13 0.101 0.0451 0.0003 0.9963 0.8485
Modal 14 14 0.091 0.00001679 0.1474 0.9963 0.9959
Modal 15 15 0.081 0.0003 0.0015 0.9966 0.9974
Modal 16 16 0.052 0.0000023 0.0000021 0.9966 0.9974
Modal 17 17 0.052 0.0000034 0.0000052 0.9966 0.9974
Modal 18 18 0.05 0.0002 0.0002 0.9968 0.9976
Modal 19 19 0.046 0.0022 0.0003 0.999 0.9978
Modal 20 20 0.041 0.000005662 0.0000213 0.999 0.9979

The total mass participation in both considered direction is greater than the 90% of the total
lateral force. A building has regular modes of oscillation in two principal plan directions as
the mass participation factor for first three modes is greater than 65%.

4.8 Seismic Weight and Base Shear

Followings factors are considered for earthquake resistant design of the building.

Method adopted for design Response spectrum method

Response function NBC 2077
Zone factor 0.35
Soil Type Type D
Importance factor 1.25
Mass participation in dynamic analysis Above 90% along both
directions
Seismic Weight 7833.58 KN

Base shear from seismic coefficient method along –x -EQx SLS 1237.707 KN

Base shear from seismic coefficient method along –x -EQx ULS 1284.708 KN

Base shear from seismic coefficient method along –y -EQy SLS 1237.707 KN

Base shear from seismic coefficient method along –y -EQy ULS 1284.708 KN

Base shear generated through dynamic analysis along –x(Rsx SLS) 1.6319 KN

Base shear generated through dynamic analysis along –x(Rsx ULS) 1.6319 KN

Base shear generated through dynamic analysis along-y(RSy SLS) 1.6434 KN

Base shear generated through dynamic analysis along –y(Rsy ULS) 1.6434 KN

Adopted base shear multiplication factor along –x(for Rsx SLS) 758.4452

17
 Adopted base shear multiplication factor along –x(for Rsx ULS) 787.247

Adopted base shear multiplication factor along –y(for Rsy SLS) 753.1378

Adopted base shear multiplication factor along –y(for Rsy ULS) 781.738

4.9 Story Drift and displacement Calculations

The roof displacement and the inter-story drift is checked for the earthquake load case. The
inter-story drift and roof displacement is presented in the table below and is found to be
within the limit in both directions.

Figure 4-14 : Drift ratio in Eqx Service loading

Maximum story drift due to service seismic load along x: 0.0049

Figure 4-15 : Drift ratio in Eqy service loading

Maximum story drift due to service seismic load along y: 0.0053
18
Maximum allowable drift ratio in Serviceability Limit State is 0.006 as per NBC 105
2020

Figure 4-16 : Drift ratio in Eqx ultimate loading

Maximum story drift due to Ultimate seismic load along x: 0.0051x4=0.0204

Figure 4-17 : Drift ratio in Eqy ultimate loading

Maximum story drift due to Ultimate seismic load along y: 0.0055x4=0.022

19
Maximum allowable drift ratio in Ultimate Limit State is 0.025 as per NBC 105 2020

Figure 4-18 : Displacement in Eqx Service loading

20
 Figure 4-19 : Displacement in Eqy service loading

4.10 Maximum Roof Displacement (AS per NBC)

Story Displacement-X, Displacement-Y, Limit, Status
mm mm mm
Top floor 47.06 53.25 100.56 OK

Analysis of Internal Forces Developed in Frames

Bending moments, shear forces and axial forces of the buildings were analyzed using the
ETABS. The analysis is used for identification of critical sections and to find out the design
requirements so as to design various structural components. The sample moment diagrams,
shear force diagram, axial force diagrams and torsion diagrams of the frames along some grids
are as extracted from ETABS are presented below:

21
Figure 4-20 : Sample Bending Moment Diagram for frames along Grid A/A-1.5(DL+LL)

Figure 4-21 : Sample Shear force Diagram for frames along Grid A/A -1.5(DL+LL)

22
Figure 4-22 : Sample Axial force Diagram for frames along Grid A/A -1.5(DL+LL)

5 Design
The design of reinforced concrete structural members includes selection of material properties
(grade of steel and concrete), shape and size of cross section, factor of safety and amount of
steel required. The design of reinforced concrete members is carried out using limit state
method as per IS 456: 2000. The limit state method is the modern and latest design
methodology. This method evolved around 1970’s. Limit state method is based on the concept
of multiple safety factors and attempts to provide adequate safety at the ultimate loads and
adequate serviceability at service loads. For the design of the members, IS 456:2000 and
design aid SP 16 has been used. Footings have been checked for vertical loads due to dead
load and live load only. Square footings have been adopted from seismic point of view that
reversal stress may occur. And footing beams are provided for column at foundation for more
rigidity of building and also need for the column located at boundary. Longitudinal
reinforcement in beams and columns has been calculated based on critical load combination.
Spacing of the shear reinforcement has been calculated as per the ductility criteria as defined
in IS 13920 -1993. Some sample designs are shown later on in this report.

23
Beams and columns have been designed using ETABS while slab, staircase and foundations
are designed manually. Samples of manual design calculation of critical slab, footings and
staircase are shown in this report in ANNEX-II: SAMPLE DESIGN CALCULATIONS. The
structural design of sections and reinforcements are presented in the drawing.

5.1 Column design summary

Figure 5-23 : Rebar of column in Grid A

Figure 5-24 : Rebar of column in Grid B

24
Figure 5-25 : Rebar of column in Grid C

Figure 5-26 : Rebar of column in Grid D

25
Table 5-8 : Column Design summary
Column ID Grid Floor Reinforcement no dia no dia
Basement 1672 4 25 8 20
1st 4021 4 25 8 20
C3-18"x18" A1
2nd 2307 4 20 8 20
3rd 1996 4 20 8 20
Basement 1672 4 20 8 20
1st 3184 4 20 8 20
C1-18"x18" A2
2nd 1899 4 20 8 16
3rd 1845 4 16 8 16
Basement 1672 4 25 8 20
1st 4369 4 25 8 20
C3-18"x18" B1
2nd 2934 4 20 8 20
3rd 2653 4 20 8 20
Basement 1672 4 20 8 20
1st 2658 4 20 8 20
C2-18"x18" B2
2nd 1740 4 20 8 16
3rd 2791 4 20 8 16
Basement 1672 4 20 8 20
1st 2976 4 20 8 20
C2-18"x18" B3
2nd 1703 4 20 8 16
3rd 1771 4 20 8 16
Ground 1672 4 25 8 20
1st 3788 4 25 8 20
C3-18"x18" C1
2nd 3021 4 20 8 20
3rd 3336 4 20 8 20
Basement' 1672 4 25 8 20
1st 2763 4 25 8 20
C3-18"x18" C2
2nd 1821 4 20 8 20
3rd 3519 4 20 8 20
Baseement 1672 4 25 8 20
1st 3506 4 25 8 20
C3-18"x18" C3 2nd 3063 4 20 8 20
3rd 2832 4 20 8 20
4th 2942 4 20 8 20
Basement 1672 4 20 8 20
1st 3132 4 20 8 20
C2-18"x18" C4 2nd 2280 4 20 8 16
3rd 1879 4 20 8 16
4th 2598 4 20 8 16

26
 Basement 1672 4 20 8 20
1st 3463 4 20 8 20
C2-18"x18" D1
2nd 2289 4 20 8 16
3rd 2588 4 20 8 16
Ground 1672 4 25 8 20
1st 3689 4 25 8 20
C3-18"x18" D2
2nd 2350 4 20 8 20
3rd 3532 4 20 8 20
Basement 1672 8 25 4 20
1st 4691 8 25 4 20
C4-18"x18" D3 2nd 3695 4 20 8 20
3rd 3753 4 20 8 20
4th 3423 4 20 8 20
Basement 1671 8 25 4 20
C4-18"x18" D4
1st 5096 8 25 4 20
2nd 2678 4 20 8 20
3rd 2831 4 20 8 20
4th 2406 4 20 8 20

For more details refer structural drawing.

27
 5.2 Beam Design Summary

Figure 5-27 : Rebar in Ground floor

beam
Figure 5-28 : Rebar in first floor beam

28
 Figure 5-30 : Rebar in Third floor beam
Figure 5-29 : Rebar in Second floor
beam

Figure 5-31 : Rebar in Fourth

floor beam

29
30
Table 5-9 : Beam Design Summary
Beam Left Mid Right
Floor
Grid Top Bottom Top Bottom Top Bottom
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-A/B 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-B/C 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-C/D 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-A/B 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-B/C 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-C/D 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-B/C 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-C/D 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-20+2-16(th)+2-16+2- 2-20+2- 2-20+2-16(th)+2-16+2-
4-C/D 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 16(th) 12(Ext)
Plinth 2-16+2- 2-16+2- 2-16+2-
A-1/2 4-16(Th)+2-16(Ext) 4-16(Th) 4-16(Th)+2-16(Ext)
Level 12(TH) 12(TH) 12(TH)
Plinth 2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-1/2 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
Level 12(TH) 12(Th) 12(TH) 12(TH)
Plinth 2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-2/3 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
Level 12(TH) 12(Th) 12(TH) 12(TH)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
C-1/2 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
Plinth 2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
C-2/3 4-16(TH) 4-16(TH) 4-16(TH)
Level 12(Ext) 12(th) 12(Ext)
C-3/4 Plinth 2-16+2-12(th)+2-16+2- 4-16(TH) 2-16+2- 4-16(TH) 2-16+2-12(th)+2-16+2- 4-16(TH)

31
 Level 12(Ext) 12(th) 12(Ext)
Plinth 2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-1/2
Level 16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
Plinth 2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-2/3
Level 16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
Plinth 2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-3/4
Level 16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-A/B 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-B/C 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-C/D 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-A/B 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-B/C 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-C/D 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-B/C 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-C/D 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-20+2-16(th)+2-16+2- 2-20+2- 2-20+2-16(th)+2-16+2-
4-C/D 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 16(th) 12(Ext)
2-16+2- 2-16+2- 2-16+2-
A-1/2 1st Floor 4-16(Th)+2-16(Ext) 4-16(Th) 4-16(Th)+2-16(Ext)
12(TH) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-1/2 1st Floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-2/3 1st Floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
C-1/2 1st Floor 2-16+2-12(th)+2-16+2- 4-16(TH) 2-16+2- 4-16(TH) 2-16+2-12(th)+2-16+2- 4-16(TH)

32
 12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
C-2/3 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
C-3/4 1st Floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-1/2 1st Floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-2/3 1st Floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-3/4 1st Floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-A/B 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-B/C 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
1-C/D 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-A/B 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-B/C 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
2-C/D 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-B/C 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2-
3-C/D 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 12(th) 12(Ext)
2-20+2-16(th)+2-16+2- 2-20+2- 2-20+2-16(th)+2-16+2-
4-C/D 2nd floor 4-16(TH) 4-16(TH) 4-16(TH)
12(Ext) 16(th) 12(Ext)
2-16+2- 2-16+2- 2-16+2-
A-1/2 2nd floor 4-16(Th)+2-16(Ext) 4-16(Th) 4-16(Th)+2-16(Ext)
12(TH) 12(TH) 12(TH)
B-1/2 2nd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2- 2-16+2- 2-16+2- 2-16+2-12(Th)+2-16(Ext) 2-16+2-

33
 12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-2/3 2nd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2- 2-16+2-
C-1/2 2nd floor
12(Ext) 12(TH) 12(th) 12(TH) 12(Ext) 12(TH)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2- 2-16+2-
C-2/3 2nd floor
12(Ext) 12(TH) 12(th) 12(TH) 12(Ext) 12(TH)
2-16+2-12(th)+2-16+2- 2-16+2- 2-16+2- 2-16+2- 2-16+2-12(th)+2-16+2- 2-16+2-
C-3/4 2nd floor
12(Ext) 12(TH) 12(th) 12(TH) 12(Ext) 12(TH)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-1/2 2nd floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-2/3 2nd floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-20+2-16(Th)+2-20+2- 2-20+2- 2-20+2- 2-20+2- 2-20+2-16(Th)+2-20+2- 2-20+2-
D-3/4 2nd floor
16(ext) 16(Th) 16(Th) 16(Th) 16(ext) 16(Th)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
1-A/B 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
1-B/C 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
1-C/D 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
2-A/B 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
2-B/C 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
2-C/D 3rd floor 2-16+2-12(th)+2-12(ext) 2-16+2-12(th)+2-12(ext)
12(TH) 12(th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
3-B/C 3rd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
3-C/D 3rd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
4-C/D 3rd floor 2-16+2-12(Th)+2-12(Ext) 2-16+2- 2-16+2- 2-16+2- 2-16+2-12(Th)+2-12(Ext) 2-16+2-

34
 12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
A-1/2 3rd floor 2-16+2-12(Th)+2-12(Ext) 2-16+2-12(Th)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-1/2 3rd floor 2-16+2-12(Th)+2-12(Ext) 2-16+2-12(Th)+2-12(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
B-2/3 3rd floor 2-16+2-12(Th)+2-12(Ext) 2-16+2-12(Th)+2-12(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
C-1/2 3rd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
C-2/3 3rd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
C-3/4 3rd floor 2-16+2-12(Th)+2-16(Ext) 2-16+2-12(Th)+2-16(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-20+2-
D-1/2 3rd floor 2-20+2-16(Th)+2-16(ext) 4-16(TH) 4-16(TH) 2-20+2-16(Th)+2-16(ext) 4-16(TH)
16(Th
2-20+2-
D-2/3 3rd floor 2-20+2-16(Th)+2-16(ext) 4-16(TH) 4-16(TH) 2-20+2-16(Th)+2-16(ext) 4-16(TH)
16(Th
2-20+2-
D-3/4 3rd floor 2-20+2-16(Th)+2-16(ext) 4-16(TH) 4-16(TH) 2-20+2-16(Th)+2-16(ext) 4-16(TH)
16(Th
2-16+2- 2-16+2- 2-16+2- 2-16+2-
C-3/4 4th floor 2-16+2-12(Th)+2-12(Ext) 2-16+2-12(Th)+2-12(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
D-3/4 4th floor 2-16+2-12(Th)+2-12(Ext) 2-16+2-12(Th)+2-12(Ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
3-C/D 4th floor 2-16+2-12(Th)+2-12(ext) 2-16+2-12(Th)+2-12(ext)
12(TH) 12(Th) 12(TH) 12(TH)
2-16+2- 2-16+2- 2-16+2- 2-16+2-
4-C/D 4th floor 2-16+2-12(Th)+2-12(ext) 2-16+2-12(Th)+2-12(ext)
12(TH) 12(Th) 12(TH) 12(TH)
Note:- Th = Throughout rebar, Ext = Extra rebar, Main beam size=12”x18”

Secondary beam =9”x12”

35
 5.3 Slab Design Summary
Size:5”
Reinforcement:
Let’s provide 10mm@150mm c/c both ways with usual layouts/curtailments wherever
required
For more details, refer structural drawings

5.4 Staircase Design Summary

Staircase is designed as waist slab with following design details.
Waist Slab Thickness = 150 mm,
Longitudinal reinforcement: 16mm dia. bars@ 150mm c/c,
Transverse Reinforcement: 10 mm dia. bars @ 150mm c/c

5.5 Basement and Shear wall Design Summary

Wall Thickness = 8”,
Longitudinal reinforcement: 10mm dia. bars@ 150mm c/c,
Vertical Reinforcement: 12 mm dia. bars @ 150mm c/c

5.6 Foundation Design Summary

The foundation is designed as Mat foundation.

Figure 5-32 : Base reaction for footing design

Provide 800 mm thick mat with 16 mm bar @150 mm c/c at top and bottom on X
Direction on Y Direction.

36
For more details, refer structural drawing

37
 6 CONCLUSION
After the analysis of the building components, the building is found to be safe against the
gravity as well as Seismic Loads. The section sizes and reinforcements are sufficient
enough to withstand all kinds of possible axial, shear, flexural and torsional forces. The
building is designed to make it good enough to assure Life Safety under Design Basis
Earthquake considered for Zoning factor 0.4, Importance Factor 1.25 and soil type D
condition as per NBC105:2077. Bearing capacity of the soil is taken as 120 KN/m 2. M25
grade concrete is used for column,beam, slabs and foundations. Ductile detailing as per
IS13920:1993 has been extensively adopted while detailing.

38
 7 RECOMMENDATIONS
Design and construction of the structure are inter-related jobs. A performance of a
building depends upon a work and material quality during the construction more than the
intensions pursued during structural design. A large percentage of structural failures are
attributed due to poor quality of construction. Therefore, to assure the proper safety,
material and work quality should be maintained during the construction. Structural
designer will be responsible for all the designs but not for any faulty constructions
happened at site beyond his supervision. Following recommendations are made by the
structural designer.
1. It is recommended to strictly follow the section sizes and reinforcements provided in
the structural drawings.
2. It is recommended that the site engineer should be responsible to handle the problems
that may arise during construction. He/she shall also be responsible for maintaining the
material and process quality during construction.
3. It is strictly recommended that any changes in the design shall be done only with the
consultation of the structural designer.
4. It is strictly recommended to maintain the standards in the grade of cement and
reinforcement steel. It is recommended to run a cube test to ensure the strength and
quality of the concrete ratio used. It is also recommended test the reinforcement steels to
ensure the quality of steel used.

39
 ANNEXES
ANNEX -I: REFERENCES
IS: 456 – 2000 Code of Practice for Plain and Reinforced Concrete

IS: 875 (Parts 1-5) Code of practice for design loads (other than
earthquake) for buildings and structures (second
revision)
Part 1 – Dead loads Part
2 – Imposed load

NBC 105: 2077 Seismic Design of Buildings in Nepal

IS: 1893 – 2016 Criteria for Earthquake Resistant Design of

Structures

IS: 13920 - 1993 Ductile Detailing of Reinforced Concrete Structures

subjected to Seismic forces - Code of Practice

SP: 16 – 1980 Design Aids for Reinforced Concrete to IS: 456 –

1978

SP: 34 – 1987 Handbook on Concrete Reinforcement Detailing

Jain, A.K Reinforced Concrete, Limit State Design, fifth

edition, Nelam Chand and Bros, Rookie, 1999

Sinha, S. N. Reinforced Concrete Design, second edition, Tata

McGraw Hill Publishing Company Ltd, New Delhi,
1996

Pillai, U.C. and Menon,D. Reinforced Concrete Design, second edition, Tata
McGraw Hill Publishing Company Ltd, New Delhi,
2003

Neelam Sharma Reinforced cement concrete design

40
 ANNEX-II: SAMPLE DESIGN CALCULATIONS

SAMPLE BEAM DESIGN BY ETABS

IS 456:2000 + IS 13920:2016 Beam Section Design

Beam Element Details Type: Ductile Frame (Summary)

Level Element Unique Name Section ID Combo ID Station Loc Length (mm) LLRF
1st floor level B10 86 B 12"x18" DL+KLL-eqyULS 228.6 6045.2 1

Section Properties
b (mm) h (mm) bf (mm) ds (mm) dct (mm) dcb (mm)
304.8 457.2 304.8 0 35 35

Material Properties
Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
25000 25 1 500 500

Design Code Parameters

ɣC ɣS
1.5 1.15

Factored Forces and Moments

Factored Factored Factored Factored
Mu3 Tu Vu2 Pu
kN-m kN-m kN kN
-231.7284 33.6756 165.3889 0

Design Moments, Mu3 & Mt

Factored Factored Positive Negative
Moment Mt Moment Moment
kN-m kN-m kN-m kN-m
-231.7284 49.5229 0 -281.2513

41
 Design Moment and Flexural Reinforcement for Moment, Mu3 & Tu
Design Design -Moment +Moment Minimum Required
-Moment +Moment Rebar Rebar Rebar Rebar
kN-m kN-m mm² mm² mm² mm²
Top (+2 Axis) -281.2513 1815 0 1815 454
Bottom (-2 Axis) 0 907 0 612 907

Shear Force and Reinforcement for Shear, Vu2 & Tu

Shear Ve Shear Vc Shear Vs Shear Vp Rebar Asv /s
kN kN kN kN mm²/m
165.3889 0 342.1636 87.4041 2245.77

Torsion Force and Torsion Reinforcement for Torsion, Tu & VU2

Tu Vu Core b1 Core d1 Rebar Asvt /s
kN-m kN mm mm mm²/m
33.6756 165.3889 254.8 407.2 1632.9

SAMPLE COLUMN DESIGN

IS 456:2000 + IS 13920:2016 Column Section Design

Column Element Details Type: Ductile Frame (Summary)

Level Element Unique Name Section ID Combo ID Station Loc Length (mm) LLRF
1st floor level C6 143 C 18"x18" DL+KLL-RSx ULS 0 3352.8 0.587

Section Properties
b (mm) h (mm) dc (mm) Cover (Torsion) (mm)
457.2 457.2 58 30

Material Properties
Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
25000 25 1 500 500

Design Code Parameters

42
 ɣC ɣS
1.5 1.15

Axial Force and Biaxial Moment Design For Pu , Mu2 , Mu3

Design Pu Design Mu2 Design Mu3 Minimum M2 Minimum M3 Rebar Area Rebar %
kN kN-m kN-m kN-m kN-m mm² %
498.635 -82.5548 -257.9412 10.4869 10.4869 3678 1.76

Axial Force and Biaxial Moment Factors

K Factor Length Initial Moment Additional Moment Minimum Moment
Unitless mm kN-m kN-m kN-m
Major Bend(M3) 0.879111 2895.6 -111.4953 0 10.4869
Minor Bend(M2) 0.935588 2895.6 -33.8984 0 10.4869

Shear Design for Vu2 , Vu3

Shear Vu Shear Vc Shear Vs Shear Vp Rebar Asv /s
kN kN kN kN mm²/m
Major, Vu2 126.3778 163.0969 73.0051 123.1141 506.78
Minor, Vu3 58.9252 163.0969 73.0051 58.9252 506.78

Joint Shear Check/Design

Joint Shear Shear Shear Shear Joint Shear
Force VTop Vu,Tot Vc Area Ratio
kN kN kN kN cm² Unitless
Major Shear, Vu2 N/A N/A N/A N/A N/A N/A
Minor Shear, Vu3 N/A N/A N/A N/A N/A N/A

(1.4) Beam/Column Capacity Ratio

Major Ratio Minor Ratio
N/A N/A

Additional Moment Reduction Factor k (IS 39.7.1.1)

Ag Asc Puz Pb Pu k
cm² cm² kN kN kN Unitless
2090.3 36.8 3730.7109 1084.234 498.635 1

Additional Moment (IS 39.7.1)

Consider Length Section KL/Depth KL/Depth KL/Depth Ma
Ma Factor Depth (mm) Ratio Limit Exceeded Moment (kN-m)
Major Bending (M3 ) Yes 0.864 457.2 5.568 12 No 0
Minor Bending (M2 ) Yes 0.864 457.2 5.925 12 No 0

Notes:
N/A: Not Applicable
N/C: Not Calculated
N/N: Not Needed

43
SAMPLE SLAB DESIGN
1.0 General Data:
Depth of slab : (D) 125 mm
Grade of Concrete : (fck) 20 N/mm2
Grade of Steel : (fy) 500 N/mm2
Effective cover: (d') 20 mm
Effective depth of slab : (d) 105 mm
Effective length:
Shoter span: (lx) 2.755 m
Longer span: (ly) 3.455 m

2.0 Loading:
Dead Load: (DL) 3.125 KN/m2
Other Dead Load: (ODL) 1.5 KN/m2
Live Load: (LL) 4 KN/m2
Total Load: (w) 8.625 KN/m2
Factored Load: (wu) 12.9375 KN/m2

3.0 Type of slab:

1.255

Type: Two way Slab

4.0 Calculation of Moments:

Moment coefficient:
Type of Slab Panel: 4
Short span coefficient: αx
Support S 0.06275
Mid Span M 0.0472
Long span coefficient: αy
Support S 0.047
Mid Span M 0.035
Moments:

Short span moments:

Support S 6.162 KN-m
Mid Span M 4.635 KN-m

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 Long span moments:
Support S 4.616 KN-m
Mid Span M 3.437 KN-m

5.0 Check depth for maximum Moments:

Maximum moments: Mu 6.162 KN-m
Moment coefficient: k 0.134
< 105
effective depth: d 48 mm
OK

6.0 Calculation of reinforcement:

6.1 For shorter span
Mim'm reinforcement (Ast)min 126 mm2
Design moment: Mx 6.162 KN-m
Neutral axis depth : x 9 mm
Area of steel required: Ast 140 mm2
Area of steel provided: Ø 10 mm
S 150 mm
Ast 524 mm2
Pt 0.5 %
For longer span
Effective depth d 95 mm
Mim'm reinforcement (Ast)min 114 mm2
Design moment: Mx 4.616 KN-m
Neutral axis depth : x 7 mm
Area of steel required: Ast 126 mm2
Area of steel provided: Ø 10 mm
S 150 mm
Ast 524 mm2
Pt 0.552 %

7.0 Check for shear stress:

Maximum shear force: Vu 17.822 KN
Shear Stress: tv 0.17 N/mm2
β 4.645
Concrete Shear Strength: tc 0.479 N/mm2
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 Shear Strength factor: K 1.3
Shear Strength of Slab: tc' 0.6227 > 0.17 N/mm2
OK

8.0 Check for development length:

Ultimate moment
Capacity: M1 20.948 KN-m
Maximum Shear Force: V 17.822 KN
Bond Stress: tbd 1.92 N/mm2
Development length: Ld 567 mm
Anchorage length: L0 120 mm
Available length: 1649 > Ld
OK

8.0 Check for deflection:

length to eff. Depth ratio: l/d 26.239

α 23
β 1
77.480
ϒ 2.000 for fs = 9 N/mm2
and Pt
δ 1 = 0.5 %
λ 1
Coefficient: 46.000
OK

FOOTING DESIGN
Raft Foundation Design

1 Known Data:
Grade of concrete (fck) = 25 Mpa
Grade of steel (fy) = 500 Mpa
Bearing capacity of soil (q) = 120 kN/m2
Length of foundation (L) = 17.2 m
Breadth of foundation (B) = 18.42 m
Total load(P)= 12428 KN
Gross Area 249 m2

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 (A)=

TABLE: Joint Reactions

Stor Load Ultimat Working
y Grid Combo e Load Load
kN kN X1 Y1 P*X1 P*Y1
Base A1 1.5(DL+LL) 832.57 555.05 0 0 0.000 0.00
Base B1 1.5(DL+LL) 1231.2 820.80 4.1402 0 5097.414 0.00
1410.2 11677.76
Base C1 1.5(DL+LL) 9 940.19 8.2804 0 5 0.00
15036.39
Base D1 1.5(DL+LL) 989.94 659.96 15.1892 0 7 0.00
Base A2 1.5(DL+LL) 763.9 509.27 0 5.5118 0.000 4210.46
1522.7
Base B2 1.5(DL+LL) 6 1015.17 4.1402 5.5118 6304.531 8393.15
2172.0 17985.52
Base C2 1.5(DL+LL) 6 1448.04 8.2804 5.5118 6 11971.96
1636.8 24861.83
Base D2 1.5(DL+LL) 1 1091.21 15.1892 5.5118 4 9021.77
11.023
Base B3 1.5(DL+LL) 724.17 482.78 4.1402 6 2998.209 7982.96
2426.4 11.023 20092.14
Base C3 1.5(DL+LL) 7 1617.65 8.2804 6 2 26748.43
2038.7 11.023 30966.67
Base D3 1.5(DL+LL) 3 1359.15 15.1892 6 8 22474.14
1335.1 17.068 11055.49
Base C4 1.5(DL+LL) 4 890.09 8.2804 8 3 22789.24
1558.1 17.068 23667.35
Base D4 1.5(DL+LL) 7 1038.78 15.1892 8 6 26596.09
self
weight
18642. 169743.3 140188.2
Total Load 21 12428 4 1

Center of Xg Yg
gravity of
load= 9.11 7.52

2 Calculations :

1. Center of geometry[C.G.] from grid

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 (Xg) = 8.93 m

(Yg) = 7.83 m

2. Center of loads[C.L.]

(XL) = 9.11 m

(YL) = 7.52 m

3. Eccentricity

Along x-direction,ex = 0.175 m

Along y-direction,ey = -0.310 m

4. Moment of inertia

Along x-direction,Ix= 7875.088 m4

Along y-direction,Iy= 3817.219 m4

5. Moment due to eccentricity

Along x-direction, Mx=P* ey = -3853.529 kN-m

Along y-direction ,My=P* ex = 2178.940 kN-m

6. Soil pressure at different points

Stress calculation in KN/m2

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 Joint Grid X Y Pressure Remarks
(q)
A1 A1 -8.93 -7.83 48.592 OK
B1 B1 -4.79 -7.83 50.956 OK
C1 C1 -0.65 -7.83 53.319 OK
D1 D1 6.26 -7.83 57.262 OK
A2 A2 -8.93 -2.32 45.895 OK
B2 B2 -4.79 -2.32 48.258 OK
C2 C2 -0.65 -2.32 50.622 OK
D2 D2 6.26 -2.32 54.565 OK
B3 B3 -4.79 3.19 45.561 OK
C3 C3 -0.65 3.19 47.925 OK
D3 D3 6.26 3.19 51.868 OK
C4 C4 -0.65 9.24 44.967 OK
D4 D4 6.26 9.24 48.910 OK

Average Stress along grids in (KN/m2)

In X-direction and Y-direction, the raft is divided in 4 and 4 strips respectively,
i.e. ,5 and 7 equivalent beam:
1-1 52.53
2-2 49.84
3-3 48.45
4-4 46.94
A-A 47.24
B-B 48.26
C-C 50.62
D-D 53.15
Bending moment calculations in KNm/m
Along grids
A-B B-C C-D
L= 4.14 4.14 6.91
1-1 135.06 135.06 376.25
2-2 128.12 128.12 356.93
3-3 124.57 347.02
4-4 336.18

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 1-2 2-3 3-4
l= 5.51 5.51 6.05
A-A 215.29 215.29 258.96
B-B 219.91 219.91 264.52
C-C 230.68 230.68 277.47
D-D 242.21 242.21 291.34

Depth calculated from Moment

= 336.39 mm
Factor of Safety = 1.50

Shear Check:
Shear strength of concrete t'c for M25 grade =0.25sqrt(fck) = 1.25 N/mm2

1. For Corner column, C1

bo = d+2c = d +900
column load = 1038.78 KN
Vu = 1558170 N
a= 1 Coeff of d
b= 900 value of 2c
c= -1246536
d= 753.76 mm

2. For face column, C4

bo = 2d+3c = 2d +1350
column load = 1618 KN
Vu = 2426470

a= 2 Coeff of d
b= 1350 value of 3c
c= -1941176
d= 703.89 mm

3. For central column B4

bo = 4d+4c = 4d + 1800
column load = 1448 KN
Vu = 2172060 N
a= 4 Coeff of d

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 b= 1800 value of 4c
c= -1737648
d= 471.45 mm

effective depth provided= 800 mm

Overall depth provided= 800 mm

Area of Steel Reinforcements Required in mm2

Minmum Area of Steel Required in mm2
=0.12*1000*d/100 = 960.00

Ast
Dia of bar Spacing Remark
Grid Max BM Ast required Provide
Provided Provided s
d
1-1 376.247 1,112.66 16 150 1340.41 OK
2-2 356.930 1,053.94 16 150 1340.41 OK
3-3 347.019 1,023.89 16 150 1340.41 OK
4-4 336.182 991.08 16 150 1340.41 OK
A-A 258.957 758.90 16 150 1340.41 OK
B-B 264.519 775.53 16 150 1340.41 OK
C-C 277.473 814.31 16 150 1340.41 OK
C-C 291.340 855.92 16 150 1340.41 OK

BASEMENT WALL DESIGN

Design constants:
Cantilever retaining wall
fy= 500 N/mm2
fck = 25 N/mm2
Specific wt. of soil (γs) = 18 kN/m3
Unit wt. of concrete (γc)= 25 kN/m3
Angle of repose of soil (f) = 30 °
Surcharge (ws)= 0 kN/m2

Design:
Since foundation depth of wall is provided same as that of building, stability analysis
(check against overturning, sliding and shear) was not done, as foundation width
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 provided for wall is much more than required

Detail of Design:
Height of Basement wall (H)
= 3.35 m
Adopt overall depth of wall
(D) = 200 mm
Effective depth(d) = 180 mm
Ground level from base of
wall (D) = 3.3 mm
Load Calculation:
Weight of wall per unit 16.7
length = 5 kN/m
Since weight of wall gives the insignificant moment, this can be neglected in design
portion.

Now,

Coeff. of active earth (1-sinØ/1+sin

pressure (Ka) = Ø)
0.33
= 3
Considering 1m length of wall
Horizontal force due to soil 0.5*Ka*γs*H2*
(Ps) = 1
32.6
= 7 kN
Lever arm, Z1 = H/3
1.10
= 0 m
Horizontal force due to
surcharge (Pq) = Ka*ws*H
= 0 kN
Lever arm, Z2 = H/2
1.65
= 0 m
Total resultant horizontal Ps +
force, P = Pq
32.6
= 7 kN per unit length

Point of application of resultant

(Ps*Z1+Pq*Z2)/
Z = (Ps+Pq)

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 1.10 m from the base of
= 0 wall

Total moment at base = P*Z

35.9
= 37 kN-m

Taking partial FOS = 1.5

53.9
Factored moment , Mu = 06 kN-m

Calculation of Main reinforcement bar

Area of steel required per m length is given by
Ast required= 752 mm2
mm dia mm
Adopt , 12 @ 150 C/C
753.
Ast provided= 98 mm2
Hence, Ast Provided > Ast Required

Shear Design of Basement wall:

Given ultimate shear 49.005 KN
t N/
Shear Stress: v 0.272 mm2
percentage of tension reinforcement 0.42 %
β 6.93
Concrete Shear 0.45
Strength: tc 5 N/mm2 > tv
Hence Shear reinforceent isn't required
Check,
Minimum required Ast = 0.12%*b*D (Clause 32.5.a (1))
= 240 mm2
Ast
Hence, Ast Provided > Minimum

Maximum Diameter (Clause 26.5.2.2)

Max. dia. = D/8
= 25 mm
Max. dia. > dia. Provided

Spacing (Clause 32.5.b)

Maximum Spacing = 3*d or 450

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 mm
= 540 mm
Spacing
Max. Spacing > provided
OK
Distribution bar (i.e, Horizontal reinforcement)
Area of distribution bar = 0. 2% *b* d ( IS 456-2000 CL.32.5.C(1))
= 360 mm2
mm dia mm
Adopt , 10 @ 150 C/C
523.
Ast provided= 6 mm2
Hence, Ast Provided > Ast Required OK

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