STRUCTURAL DESIGN REPORT

Project: -G+8 Mixed-Use Building

Owner: - Name
Location: - Bole Sub-city, Addis Ababa
STRUCTURAL DESIGN REPORT 2024

EXECUTIVE SUMMARY
Name intended to construct a G+8 Mixed-use Building with a building-up area of 1810m2 in
Bole Sub-city, Addis Ababa. The general purpose of this report is to present one component,
structural design, of the complete design package documents required to acquire a construction
permit from government authority. The professional service for the structural design of the
building consists of preparing this report, preparing detailed structural design drawings, and
providing clarifications, suggestions, and minor design revisions; which may be required
during the construction phase.
The building consists of a basement floor with a net area of 230 m2, Ground floor with a net
area of 857 m2, first floor the building consists a net area of 352m2, from second floor to third
floor the building consists a net area of 385m2, and the building also consists a net area of 389
m2 from fourth floor up to eighth floor level. The floor basically serves as a car parking, store,
bed room, living and dining room, kitchen, bath room and toilet.
In general, the building constitutes described here above is considered every floor to be rigged
in the plane, and all permanent variables and accidental loads on the floors and the building are
identified and calculated. Loads on the floor and the floor loads are transferred to the mainframe
to be supported by. In turn, the main frame loads are transferred to the foundations of the
building. Which, ultimately transfers the building load to the foundation ground.

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TABLE OF CONTENT

Contents Page No.

EXECUTIVE SUMMARY............................................................................................................ i

LIST OF TABLES ...................................................................................................................... iv

LIST OF FIGURES ...................................................................................................................... v

1. INTRODUCTION ................................................................................................................ 1

2. DESIGN INFORMATION ....................................................................................................... 2

2.1 Project Background and Description ............................................................................ 2

2.1.1 Soil investigation...................................................................................................... 2
2.2 Material properties......................................................................................................... 2
2.2.1 Concrete .................................................................................................................... 2
2.2.2 Reinforcement steel ................................................................................................. 2
2.3 Structural system............................................................................................................ 3
2.3.1 Slabs........................................................................................................................... 3
2.3.2 Beams ........................................................................................................................ 4
2.3.3 Columns and Shear Walls.......................................................................................... 4
2.3.4 Main stairs ................................................................................................................. 5
2.4 Gravitational and Lateral Loads .................................................................................... 5
2.4.1 Gravitational Loads.................................................................................................. 5
2.4.2 Wall Loads ................................................................................................................ 6
2.4.3 Slab Loads ................................................................................................................. 6
2.4.4 Staircases Loading ................................................................................................... 7
2.4.5 Lateral Loads ............................................................................................................ 9
3. MODELING AND ANALYSIS ............................................................................................... 19

3.1 Analysis Inputs and Cases......................................................................................... 19

3.2 Mass Sources ................................................................................................................. 19
3.3 Load Combinations ........................................................................................................ 20
3.4 Bearing capacity of foundation.................................................................................... 23
3.5 Story Drift Analysis Results ......................................................................................... 23
3.5.1 Modal Analysis Results .......................................................................................... 23
3.5.2 Damage Limitation Check ..................................................................................... 24
3.5.3 Stability Check ........................................................................................................ 31
3.6 Shear Force Analysis Result Outputs .......................................................................... 33

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3.7 Moment Analysis Results.............................................. Error! Bookmark not defined.

3.8 Foundation Analysis Results ....................................... Error! Bookmark not defined.
3.8.1 Restraint Reactions ................................................................................................ 48
3.8.2 Joint Reactions ....................................................................................................... 49
4. DESIGN OUTPUTS ........................................................................................................... 51

4.1 Beam Design.................................................................................................................. 51

4.2 Column Design .............................................................................................................. 59
4.3 Shear Wall Design ......................................................................................................... 67
4.4 Stair Design ................................................................................................................... 70
4.5 Slab Design .................................................................................................................... 72
4.6 Foundation Design ................................................................................................... 76
`4.6.1 Footing Layout ...................................................................................................... 76
4.6.2 Footing Displacement ............................................................................................ 76
4.6.3 Footing Soil Pressure ............................................................................................. 77
4.6.4 Footing slab strip Design ....................................................................................... 77
4.6.5 Footing Beam Design ............................................................................................. 78

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LIST OF TABLES
Table 2. 1: Material properties of RC beams ............................................................................ 2
Table 2. 2: The beams cross sections used in the project ......................................................... 4
Table 2. 3: The columns cross sections used in the project ....................................................... 4
Table 2. 4: Area Section Property Definitions for Shear walls – Summary .............................. 5
Table 2. 5: Dead load on the beams ........................................................................................... 6
Table 2. 6: Dead load on the slabs ............................................................................................. 7
Table 2. 7: Static load cases ....................................................................................................... 9
Table 3. 1: Modal Participating Mass Ratios ........................................................................... 23
Table 3. 2: Modal Load Participation Ratios .......................................................................... 24
Table 3. 3: X-direction Drift .................................................................................................... 25
Table 3. 4: Y-direction Drift .................................................................................................. 26
Table 3. 5: Checking damage limit .......................................................................................... 27
Table 3. 6: Structural Stability checking in the x-direction ................................................... 32
Table 3. 7: Structural Stability checking in the y-direction .................................................... 33
Table 3. 8: Joint Reaction ....................................................................................................... 49
Table 4. 1: Stair 1 Design Summary ....................................................................................... 70
Table 4. 2: Stair 2 Design Summary ....................................................................................... 70
Table 4. 3: Stair 3 Design Summary ....................................................................................... 71
Table 4. 4: Stair 4 Design Summary ....................................................................................... 72
Table 4. 5: Slab Design Summary .......................................................................................... 74

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LIST OF FIGURES
Figure 2. 1: Frames with Solid Slabs on 3D .............................................................................. 3
Figure 3. 1: Defining mass source ........................................................................................... 20
Figure 3. 2: Maximum Story displacement and story drift with EQXP load case................... 27
Figure 3. 3: Maximum Story displacement and story drift with EQXN load case .................. 28
Figure 3. 4: Maximum Story displacement and story drift with EQYP load case................... 28
Figure 3. 5: Maximum Story displacement and story drift with EQYN load case .................. 29
Figure 3. 6: Maximum Story displacement and story drift with RSXP load case ................... 29
Figure 3. 7: Maximum Story displacement and story drift with RSXN load case .................. 30
Figure 3. 8: Maximum Story displacement and story drift with RSYP load case ................... 30
Figure 3. 9: Maximum Story displacement and story drift with RSYN load case .................. 31
Figure 3. 10: Plan view for shear forces Analysis ................................................................... 40
Figure 3. 11: Plan view for Moment Analysis ......................................................................... 48
Figure 3. 12: Plan view for restraint reaction .......................................................................... 48
Figure 4. 1:Plan view for floor beams longitudinal reinforcing .............................................. 58
Figure 4. 2: Elevation view for longitudinal reinforcing ......................................................... 66
Figure 4. 3: RC Stair 1 Design Detailing ................................................................................. 70
Figure 4. 4: RC Stair 2 Design Detailing ................................................................................. 71
Figure 4. 5: RC Stair 3 Design Detailing ................................................................................. 71
Figure 4. 6: RC Stair 4 Design Detailing for G+1 ................................................................... 72
Figure 4. 7: RC Slab Design Detailing .................................................................................... 75
Figure 4. 8: Footing Layout Plan ............................................................................................. 76
Figure 4. 9: The maximum settlement for footings ................................................................. 76
Figure 4. 10: The maximum soil pressure for footings ............................................................ 77
Figure 4. 11: Slab object for the footings ................................................................................ 77
Figure 4. 12:Slab strip Design for the footing ......................................................................... 78
Figure 4. 13: Shear force diagram for footing beams .............................................................. 78
Figure 4. 14: Bending moment diagram for the footing beams ............................................... 79
Figure 4. 15: The Beams total longitudinal rebar .................................................................... 79

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1. INTRODUCTION
This booklet contains statically calculation of structural analysis and design of G+8 Mixed-use
Building. The objectives of the structural analysis and design of the building are:
✓ Determine property of foundation ground and select foundation type; Collect
information in regard to foundation ground from built up buildings in the vicinity of the
project location,
✓ Analyze the results and recommendations of Geo-technical investigation report
conducted, Determine the foundation ground and select appropriate foundation type for
the building based on, superstructure load, the above studies, economical point of view,
simplicity of construction and standard and regulatory requirements.
✓ Identify and calculate actions (Loads), determine all action cases and combinations of
actions, as standard provision, in each floor of the building, stairs and main frame
✓ Analyze the effects of action cases and combination of actions and determine the design
effects on each element of the building structures listed above. Determine the soundness
of the building structure globally and each element of the building structure
components.
✓ Prepare detail design drawings
SPECIFICATIONS
APPROACH - Limit state design method is used for member sizing and designing. The overall
structure and each member of the structural elements are checked for both serviceability
requirements and ultimate design requirements. The design codes used are:
Ethiopian Standard European Code (ES EN-1)
Ethiopian Standard European Code (ES EN -2)
Ethiopian Standard European Code (ES EN -7)
Ethiopian Standard European Code (ES EN -8)
Ethiopian Standard Code of Practice (ESCP-1), and
Euro Code 2004 (used by the software ETABS) similar to ES EN

PARTIAL FACTOR OF SAFETY -Concrete =1.5

-Steel =1.15

DESIGN WORKING LIFE - 50 years Life

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2. DESIGN INFORMATION
2.1 Project Background and Description
Name owner of the building has hired a consultant office for the Structural design of G+8
Mixed-use Building. As part of the design packages to be submitted to the client and to
regulatory and approving authority this report covers the structural analysis and design part of
the design package. This structural design is going to be constructed in Addis Ababa. The
structural system consists of Solid and Ribbed floor slab systems braced with beams,
reinforced concrete column to take all vertical and lateral loads and the maximum Span
between the columns is 5.3m.
2.1.1 Soil investigation
A through geo-technical investigation is taken and the soil characteristics are identified by a
laboratory test and 250Kpa allowable bearing capacity of the ground also identified by an
onsite DCP test.
2.2 Material properties
Reinforce concrete structure is used for the overall structural system.
2.2.1 Concrete
Concrete strength is classified according to the minimum 28 days crashing compressive
strength of 150mm cubes in N/mm2. All structural members are taken to be C 30 with a
cylindrical compressive strength of 25 MPa except slabs and stairs. For slabs and stairs
members are taken to C 25 with a cylindrical compressive strength of 20 MPa.
2.2.2 Reinforcement steel
The yield strength for deformed reinforcement bar shall be S 400 with minimum tensile
strength of 400 MPa.
The elastic behavior of the RC beam is model by considering linear elasticity with a constant
material of Youngs modulus of elasticity and Poisson ratio. Both values of parameters present
in the table below.
Table 2. 1: Material properties of RC beams

PROPERTIES CONCRETE STEEL

Density(kg/m3) 2500kg/m3 7850 kg/m3
Modulus of elasticity 30 GPa 200 GPa
Poisson’s ratio 0.2 0.3
Thermal Expansion Coefficient 10*10-6 k-1 12*10-6 k-1

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2.3 Structural system

The structural system consists of Solid and Ribbed slab floor systems which are braced and
supported by main frame of the building. Each floor slab is rigged enough in plane and is
capable of bearing its own load and loads on the floor. Vertical load from each floor is
transferred to the building main frame at the respective level. Lateral earthquake load at each
floor is transferred and supported by the building main frame. The lateral and vertical loads
transfers to main frame of the building are used to design the main frame components. The
main frame of the building is constituted of beams and columns which intern are designed
according to their own design requirements. The vertical design loads transferred to the main
frame of the building including the self-weight of the main frame are taken as super structural
load. Inferring the super structural load, property of the foundation ground, construction
simplicity and economic consideration isolated footings at column end of the main frame and
masonry trench foundation at the periphery of the building are used. Components of the
structural system are listed and described here under.

Figure 2. 1: Frames with Solid Slabs on 3D

2.3.1 Slabs
Solid slabs used in the building structural member with overall thickness of 170mm at the water
tank level. The Ribbed slab used in the building structural member with overall thickness of
300mm from Ground floor to eighth floor level.

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2.3.2 Beams
Beams at each floor constituting as one compensates of the main frame, a space frame, which
stretches from basement level to the top roof level.
The rectangular beam cross sections used in this project are shown in the table below.
Table 2. 2: The beams cross sections used in the project

TABLE: Concrete Beam Reinforcing

Longitudinal Bar Tie Bar
Name Material Material
B25x30 Grade 60 (400) Grade 60 (400)
B25x40 Grade 60 (400) Grade 60 (400)
GB40x30 Grade 60 (400) Grade 60 (400)
GB70x30 Grade 60 (400) Grade 60 (400)
RB30x50 Grade 60 (400) Grade 60 (400)
2.3.3 Columns and Shear Walls
The rectangular columns cross sections used in this project are shown in the table below.
Table 2. 3: The columns cross sections used in the project

TABLE: Concrete Column Reinforcing

Name Longitudinal Bar Material Tie Bar Material
C 30x30 Grade 60 (400) Grade 60 (400)
C 30x40 Grade 60 (400) Grade 60 (400)
C 30x50 Grade 60 (400) Grade 60 (400)
C 40x60 Grade 60 (400) Grade 60 (400)
C 40x70 Grade 60 (400) Grade 60 (400)
C 40x80 Grade 60 (400) Grade 60 (400)
C 50x70 Grade 60 (400) Grade 60 (400)
C 50x80 Grade 60 (400) Grade 60 (400)
C 60x40 Grade 60 (400) Grade 60 (400)
C 60x80 Grade 60 (400) Grade 60 (400)
C 70x40 Grade 60 (400) Grade 60 (400)
C 70x80 Grade 60 (400) Grade 60 (400)
C 80x40 Grade 60 (400) Grade 60 (400)
C 80x50 Grade 60 (400) Grade 60 (400)
C 80x60 Grade 60 (400) Grade 60 (400)
C 80x70 Grade 60 (400) Grade 60 (400)

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Table 2. 4: Area Section Property Definitions for Shear walls – Summary

Total
Element
Name Type Material Thickness
Type
mm
CWall20 Wall Shell-Thin C25/30 200
Wall25 Wall Shell-Thin C25/30 250
Wall30 Wall Shell-Thin C25/30 300
Wall40 Wall Shell-Thin C25/30 400
Wall45 Wall Shell-Thin C25/30 450
Wall55 Wall Shell-Thin C25/30 550
2.3.4 Main stairs
The main stair runs from basement floor to top floor level which has a waist and landing
thickness of 300 mm, determined as per serviceability requirement.

2.4 Gravitational and Lateral Loads

The Frame of the building is constituting of Columns and Beams to resist the vertical load
transferred from each floor load and the lateral load due earth quack action.
2.4.1 Gravitational Loads
The vertical Load is directly transferred to the supporting beam and columns respectively by
the spatial frame model in the software and Lateral load is added in the model. The lateral load
calculation is presented here Under. For the purposes of determining loading on each floor, the
following weights of material and the live load have been used from ES EN 1998-1-1:2015:
Concrete…… …25KN/m3 Ceramic ……….27KN /m3
Screed ……….23KN/m3 Plastering……...23KN/m3 HCB………..14 KN /m3
Gravitational loadings considered for design are summarized as follows;
For Floors
Permanent loads considered in
1 addition to slab wall loads
a. Self-weight (Thick of RC slab) Set to be included by the analysis software
unit thicknes
b. imposed loads weight s
22KN/m3 15mm 0.3
Mosaic /ceramic Tiles 3 kN/m2
0.6
Floor Finish 22KN/m3 30mm 6 kN/m2

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0.4
ceiling finish/Grout 21KN/m3 20mm 2 kN/m2
0.5
Cement Grout 21KN/m3 25mm 3 kN/m2
Cement/Gypsum Floor Screed 20KN/m3 25mm 0.5 kN/m2
Applied imposed load 2.5 kN/m2
2 Occupational loads
Live load- Cat A 2 kN/m2
Live load- Cat B 2.5 kN/m2
Live load- Cat C 3 kN/m2
Live load- Cat D 4 kN/m2
Live load- Cat F 5

2.4.2 Wall Loads

Table 2. 5: Dead load on the beams

2.4.3 Slab Loads

In accordance to EBCS 2, checking for minimum requirements for effective depth of slab to
fulfill the limit state of punching shear requirement stipulated in the mentioned clause.
Determination of slab depth: the slab thickness is chosen to prevent excessive deflection in
service and adequate to resist shear at both interior and exterior column. Determination of slab
depth using Serviceability limit state in accordance to ES EN 1998-2015
d = (0.4 + 0.6 fyk/400) Le/ Ba
fyk - is the characteristic strength of the reinforcement (Mpa) and fyk is 400 Mpa for our case
Le – is the effective span, for two way slabs the shorter span
Ba – is the appropriate constant from Table 5.1

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Computation of Depth for deflection

• thickness of the slabs given in the architectural drawing should be checked weather its
adequate for deflection
𝐿
• Depth for deflection, 𝑑 ≥ (1) × 𝑒
𝛽𝑎
For Ly>Lx , effective span length Le=Lx
• Ba-Values will be interpolated using span ratios and boundary condition.
• Over all depth, D =d + cover + Ǿ/2
- Computing the values Depth of the slab is taken as 150mm.
Table 2. 6: Dead load on the slabs

2.4.4 Staircases Loading

The staircase was designed using an excel template and Tekla software. The computation is shown
below

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Stair geometry
Number of risers; Nsteps = 12
Going; G = 280 mm
Rise; R = 170 mm
Waist; hwaist = 300 mm
Breadth; b = 1300 mm
Length of the tread span; Lmid = (Nsteps – 1)  G = 3080 mm
Overall height of stairs; hstairs = Nsteps  R = 2040 mm
Angle of stairs; astairs = atan (R / G) = 31.26 °
Upper landing - Simple end support
Length of the upper landing; Lup = 1000 mm
Depth of the upper landing; hup = 300 mm

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Width of the supporting element; wup = 300 mm

Lower landing - Simple end support
Length of the lower landing; Lup = 1300 mm
Depth of the lower landing; hlow = 300 mm
Width of the supporting element; wlow = 300 mm
Loading details
Self weight slab; gself,slab = hwaist / cos(stairs)  (conc)  b = 11.4 kN/m
Self weight steps; gself,steps = R / 2  (conc)  b =2.8 kN/m
Average self weight; gself,aver = gself,slab + gself,steps = 14.2 kN/m
Loading from finishes; gfin = 2.1 kN/m2
Imposed variable load; qk = 3.0 kN/m2
Design load; FEd = G  (gself,aver + gfin  b) + Q  qk  b = 28.7kN /m

2.4.5 Lateral Loads

The horizontal seismic action is described by two orthogonal components considered as
independent and represented by the same response spectrum. These actions are denoted EQx
and EQy. The effects of the seismic action are evaluated using a seismic dead load. W obtained
as the total permanent load with no allowance for live loads. Due to the fact that Addis Ababa
bole sub-city is categorized under Zone 3. The bedrock acceleration ratio for the site is taken
as 0.1. Table 2.70 shows the static load cases defined in the ETABS model.
Table 2. 7: Static load cases

Self Weight
Name Type Auto Load
Multiplier
EQXN Seismic 0 EUROCODE8 2004
EQXP Seismic 0 EUROCODE8 2004
EQYN Seismic 0 EUROCODE8 2004
EQYP Seismic 0 EUROCODE8 2004
Live Cat A-Residential Live 0
Live Cat B-Office Live 0
Live Cat C-Congregate Live 0
Live Cat D-Shopping Live 0
Live Cat E-Storage Live 0
Live Cat F-Traffic Live 0
Live Cat G-Traffic Live 0
Live Cat H-Roofs Live 0
SDL Super Dead 0
Self-DL Dead 1
Wall L Super Dead 0

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The seismic action is considered on the analysis by using Equivalent lateral load system
which is static earthquake formulation the ES EN 1998-2015 recommends. Th soil C soil type
is used (ES EN1998-1:2015/Table 3.1). Deposits of weathered rock materials, at least several
tens of meters in thickness, characterized by a gradual increase of mechanical properties with
depth. The reference peak ground acceleration Addis Ababa which is consider zone 3 is
agr=0.1g.For the ordinary building, the building is classified as importance class II (ES EN
1998-1:2015/Table 4.3) and the corresponding importance factor amounts to I=1. Therefore,
the peak ground acceleration is equal to the reference peak ground acceleration ag =
I*agr=0.1g.
Behavior factor for frame system, dual system, coupled wall system for DCM=3𝛼𝑢⁄𝛼1 ES EN
1998-1:2015/Table 5.1.
For Frames or frame-equivalent dual systems with multistory, multi-bay frames or frame-
equivalent dual structures: αu⁄α1=1.3.
So, q =3*1.15=3.45,
Correction factor 𝜆 is equal to 0.85 if T1≤ 2TC and the building has more than 2 stories, or
𝜆=1.0 otherwise. So, 𝜆=0.85 used in the analysis
The seismic base shear force can be calculated;
Fb = Sd (T1).m. 𝜆

The seismic action shall be determined

𝑆 .𝑚𝑖
Fi = Fb.∑ 𝑖
𝑆𝑗 .𝑚𝑗

EUROCODE8 2004 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern
EQXP according to EUROCODE8 2004, as calculated by ETABS.
Direction and Eccentricity
Direction = X + Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, Ct [EC 4.3.3.2.2] Ct = 0.075m
Structure Height Above Base, H H = 37.4 m

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Factors and Coefficients

Country = CEN Default
Design Ground Acceleration, ag ag = 0.1g
Ground Type [EC Table 3.1] = A
Soil Factor, S [EC Table 3.3] S = 1.15
Constant Acceleration Period Limit, TB
TB = 0.2 sec
[EC Table 3.3]
Constant Acceleration Period Limit, TC
TC = 0.6 sec
[EC Table 3.3]
Constant Displacement Period Limit,
TD = 2 sec
TD [EC Table 3.3]
Lower Bound Factor, β [EC 3.2.2.5(4)] β0 = 0.2
Behavior Factor, q [EC 3.2.2.5(3)] q = 3.45
Seismic Response
Spectral Response Acceleration, Sd(T1) [EC 3.2.2.5(4) 2 T 2.5 2
Sd (T1 ) = ag S[ + ( − )] for T ≤ TB
Eq. 3.13] 3 TB q 3
2.5
= ag S forTB ≤ T ≤ TC
q
2.5 TC
= ag S [ ] ≥ βag forTC ≤ T ≤ TD
q T
2.5 TC TD
= ag S [ ] ≥ βag forTD ≤ T
q T2
Equivalent Lateral Forces
Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear
Period Used W Fb
Direction
(sec) (kN) (kN)
X + Ecc. Y 1.475 61553.8604 1773.4637

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Applied Story Forces

Story Elevation X-Dir Y-Dir

m kN kN
WT 31.7 19.8475 0
Roof L 30.2 205.3496 0
Eighth FL 26.9 292.0643 0
Seven FL 23.6 248.527 0
Six FL 20.4 238.46 0
Fifth FL 17.2 206.1815 0
Fourth FL 13.9 183.892 0
Third FL 10.6 145.878 0
Second FL 7.4 120.1972 0
First FL 4.2 51.3935 0
Ground FL 1 51.7243 0
Basement FL -3.2 9.9486 0
Base -5.7 0 0

EUROCODE8 2004 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern
EQXN according to EUROCODE8 2004, as calculated by ETABS.
Direction and Eccentricity
Direction = X - Eccentricity Y
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, Ct [EC 4.3.3.2.2] Ct = 0.075m
Structure Height Above Base, H H = 37.4 m

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Factors and Coefficients

Country = CEN Default
Design Ground Acceleration, ag ag = 0.1g

Ground Type [EC Table 3.1] = A

Soil Factor, S [EC Table 3.3] S = 1.15

Constant Acceleration Period Limit, TB [EC Table 3.3] TB = 0.2 sec

Constant Acceleration Period Limit, TC [EC Table 3.3] TC = 0.6 sec

Constant Displacement Period Limit, TD [EC Table 3.3] TD = 2 sec

Lower Bound Factor, β [EC 3.2.2.5(4)] β0 = 0.2

Behavior Factor, q [EC 3.2.2.5(3)] q = 3.45
Seismic Response
Spectral Response Acceleration, Sd(T1) [EC 3.2.2.5(4) 2 T 2.5 2
Sd (T1 ) = ag S[ + ( − )] for T ≤ TB
Eq. 3.13] 3 TB q 3
2.5
= ag S forTB ≤ T ≤ TC
q
2.5 TC
= ag S [ ] ≥ βag forTC ≤ T ≤ TD
q T
2.5 TC TD
= ag S [ ] ≥ βag forTD ≤ T
q T2

Equivalent Lateral Forces

Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear

Period Used W Fb
Direction
(sec) (kN) (kN)
X - Ecc. Y 1.475 61553.8604 1773.4637

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Applied Story Forces

Story Elevation X-Dir Y-Dir

m kN kN
WT 31.7 19.8475 0
Roof L 30.2 205.3496 0
Eighth FL 26.9 292.0643 0
Seven FL 23.6 248.527 0
Six FL 20.4 238.46 0
Fifth FL 17.2 206.1815 0
Fourth FL 13.9 183.892 0
Third FL 10.6 145.878 0
Second FL 7.4 120.1972 0
First FL 4.2 51.3935 0
Ground FL 1 51.7243 0
Basement FL -3.2 9.9486 0
Base -5.7 0 0

EUROCODE8 2004 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern
EQYP according to EUROCODE8 2004, as calculated by ETABS.
Direction and Eccentricity
Direction = Y + Eccentricity X
Eccentricity Ratio = 5% for all diaphragms
Structural Period
Period Calculation Method = Program Calculated
Coefficient, Ct [EC 4.3.3.2.2] Ct = 0.075m
Structure Height Above Base, H H = 37.4 m

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Factors and Coefficients

Country = CEN Default
Design Ground Acceleration, ag ag = 0.1g

Ground Type [EC Table 3.1] = A

Soil Factor, S [EC Table 3.3] S = 1.15

Constant Acceleration Period Limit, TB [EC Table 3.3] TB = 0.2 sec

Constant Acceleration Period Limit, TC [EC Table 3.3] TC = 0.6 sec

Constant Displacement Period Limit, TD [EC Table 3.3] TD = 2 sec

Lower Bound Factor, β [EC 3.2.2.5(4)] β0 = 0.2

Behavior Factor, q [EC 3.2.2.5(3)] q = 3.45
Seismic Response
Spectral Response Acceleration, Sd(T1) 2 T 2.5 2
Sd (T1 ) = ag S[ + ( − )] for T ≤ TB
[EC 3.2.2.5(4) Eq. 3.13] 3 TB q 3
2.5
= ag S forTB ≤ T ≤ TC
q
2.5 TC
= ag S [ ] ≥ βag forTC ≤ T ≤ TD
q T
2.5 TC TD
= ag S [ ] ≥ βag forTD ≤ T
q T2

Equivalent Lateral Forces

Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear
Period Used W Fb
Direction
(sec) (kN) (kN)
Y + Ecc. X 1.28 61553.8604 2044.3904

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Applied Story Forces

Story Elevation X-Dir Y-Dir

m kN kN
WT 31.7 0 22.8796
Roof L 30.2 0 236.7203
Eighth FL 26.9 0 336.6821
Seven FL 23.6 0 286.4937
Six FL 20.4 0 274.8889
Fifth FL 17.2 0 237.6792
Fourth FL 13.9 0 211.9846
Third FL 10.6 0 168.1634
Second FL 7.4 0 138.5593
First FL 4.2 0 59.2448
Ground FL 1 0 59.6261
Basement FL -3.2 0 11.4684
Base -5.7 0 0

EUROCODE8 2004 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern
EQYN according to EUROCODE8 2004, as calculated by ETABS.
Direction and Eccentricity
Direction = Y - Eccentricity X
Eccentricity Ratio = 5% for all diaphragms

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Structural Period
Period Calculation Method = Program Calculated
Coefficient, Ct [EC 4.3.3.2.2] Ct = 0.075m
Structure Height Above Base, H H = 37.4 m
Factors and Coefficients
Country = CEN Default
Design Ground Acceleration, ag ag = 0.1g

Ground Type [EC Table 3.1] = A

Soil Factor, S [EC Table 3.3] S = 1.15
Constant Acceleration Period Limit, TB [EC Table 3.3] TB = 0.2 sec

Constant Acceleration Period Limit, TC [EC Table 3.3] TC = 0.6 sec

Constant Displacement Period Limit, TD [EC Table 3.3] TD = 2 sec

Lower Bound Factor, β [EC 3.2.2.5(4)] β0 = 0.2
Behavior Factor, q [EC 3.2.2.5(3)] q = 3.45
Seismic Response
Spectral Response Acceleration, 2 T 2.5 2
Sd (T1 ) = ag S[ + ( − )] for T
Sd(T1) [EC 3.2.2.5(4) Eq. 3.13] 3 TB q 3
≤ TB
2.5
` = ag S forTB ≤ T ≤ TC
q
2.5 TC
= ag S [ ] ≥ βag forTC ≤ T ≤ TD
q T
2.5 TC TD
= ag S [ ] ≥ βag forTD ≤ T
q T2

Equivalent Lateral Forces

Seismic Base Shear Coefficient Vcoeff = Sd (T1 )λ
Calculated Base Shear
Period Used W Fb
Direction
(sec) (kN) (kN)
Y - Ecc. X 1.28 61553.8604 2044.3904

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Applied Story Forces

StoryElevation X-Dir Y-Dir

m kN kN
WT 31.7 0 22.8796
Roof L 30.2 0 236.7203
Eighth FL 26.9 0 336.6821
Seven FL 23.6 0 286.4937
Six FL 20.4 0 274.8889
Fifth FL 17.2 0 237.6792
Fourth FL 13.9 0 211.9846
Third FL 10.6 0 168.1634
Second FL 7.4 0 138.5593
First FL 4.2 0 59.2448
Ground FL 1 0 59.6261
Basement FL -3.2 0 11.4684
Base -5.7 0 0

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3. MODELING AND ANALYSIS

For the analysis of the structure and determination of design action effects, the structure has
been modeled with the finite element software ETABS version 21.
3.1 Analysis Inputs and Cases
Method of Analysis: Response Spectrum Analysis with Euro code 8-2004, response spectrum
curve used.
Combination of earthquake load in the orthogonal direction: Combination of EQ action
effects has been taken into account as per the code requirements. That is; the primary
earthquake direction along the chosen horizontal direction plus 30% of the orthogonal
direction.
Primary seismic elements: The primary seismic elements are designed to resist the expected
earthquake force on the building. Because the structure at hand is a two-way solid slab system,
it is the role of the slab to act as rigid diaphragm in connecting the vertical elements. Thus, the
slab is treated as non-seismic element with a stiffness reduction value of 15%.
Stiffness of Structural Members for Assessing structure's stability and safety:
Section 5.7 of EBCS EN 1998:2014 states that maximum deformations due to the seismic
design situation shall be calculated from an analysis of the structure in the seismic design
situation, in which the contribution of secondary seismic elements to lateral stiffness is
neglected and primary seismic elements are modeled with their cracked flexural and shear
stiffness. Thus, the bending and shear stiffness of seismic elements (Column, beam and shear
wall) is reduced by half (ES EN 1998 section 4.3.1(7)) and the torsional stiffness of beams and
columns is reduced by 90%.
3.2 Mass Sources
For mass source, from self and specific mass and loads option is used. With this option,
ETABS adds the following masses.
Self –Weight, building mass associated with the element mass obtained by multiplying
the volume of each structural element times its specified mass per unit volume.
Loads, Weight defined by the load combination divided by the gravitational multipliers,
g. Only the global Z-direction loads are considered when calculating the mass.
Specified Mass, possible additional mass assigned to account for partitions, cladding
and so forth as well as link property assignments.

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Figure 3. 1: Defining mass source

3.3 Load Combinations

All the relevant actions as per the provision of the design standard are considered. The actions
that are considered relevant to the building location, structural system and the design standard
provision are listed here under.
Ultimate Limit State (ULS)
➢ Persistent and transient design situation (STR)
 G, jGk, j +  Q,1Qk,1 +  Q,i 0,iQk,i
➢ Seismic Load Combinations

 Gk , j + AEd +  2,iQk ,i
j 1 i 1

Serviceability Limit state (SLS)

Gk, j +  2,iQk,i
The loadings make up a total of 66 different load combinations.
Ultimate Limit State (ULS)
ULS.1.35*DL+ 1.35* Partition +1.35* SDead+ 1.5* Live Cat A+ 1.5* Live Cat B + 1.5* Live
Cat C + 1.5* Live Cat D
Serviceability Limit State (SLS)
SLS. 1*DL+ 1* Partition +1* SDead+ 1* Live Cat A+ 1* Live Cat B + 1*Live Cat C + 1* Live Cat D
Gravity Loads
1*DL+ 1* Partition +1* SDead+ 0.3* Live Cat A+ 0.3* Live Cat B + 0.5*Live Cat C + 0.6* Live Cat
D+ 0.8* Live Cat E+ 0.6* Live Cat F+ 0.3* Live Cat G
Seismic Case
COMBO 1. Gravity Loads+ EQXP + 0.3 EQYN

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COMBO 2. Gravity Loads + EQXP - 0.3 EQYN

COMBO 3. Gravity Loads - EQXP + 0.3 EQYN
COMBO 4. Gravity Loads - EQXP - 0.3 EQYN
COMBO 5. Gravity Loads + EQXP + 0.3 EQYP
COMBO 6. Gravity Loads + EQXP - 0.3 EQYP
COMBO 7. Gravity Loads - EQXP + 0.3 EQYP
COMBO 8. Gravity Loads - EQXP - 0.3 EQYP
COMBO 9. Gravity Loads + EQXN + 0.3 EQYN
COMBO 10. Gravity Loads + EQXN - 0.3 EQYN
COMBO 11. Gravity Loads - EQXN + 0.3 EQYN
COMBO 12. Gravity Loads - EQXN - 0.3 EQYN
COMBO 13. Gravity Loads + EQXN + 0.3 EQYP
COMBO 14. Gravity Loads + EQXN - 0.3 EQYP
COMBO 15. Gravity Loads - EQXN + 0.3 EQYP
COMBO 16. Gravity Loads - EQXN - 0.3 EQYP
COMBO 17. Gravity Loads + EQYP + 0.3 EQXN
COMBO 18. Gravity Loads + EQYP - 0.3 EQXN
COMBO 19. Gravity Loads - EQYP + 0.3 EQXN
COMBO 20. Gravity Loads - EQYP - 0.3 EQXN
COMBO 21. Gravity Loads + EQYP + 0.3 EQXP
COMBO 22. Gravity Loads + EQYP - 0.3 EQXP
COMBO 23. Gravity Loads - EQYP + 0.3 EQXP
COMBO 24. Gravity Loads - EQYP - 0.3 EQXP
COMBO 25. Gravity Loads + EQYN + 0.3 EQXN
COMBO 26. Gravity Loads + EQYN - 0.3 EQXN
COMBO 27. Gravity Loads - EQYN + 0.3 EQXN
COMBO 28. Gravity Loads - EQYN - 0.3 EQXN
COMBO 29. Gravity Loads + EQYN + 0.3 EQXP
COMBO 30. Gravity Loads + EQYN - 0.3 EQXP
COMBO 31. Gravity Loads - EQYN + 0.3 EQXP
COMBO 32. Gravity Loads - EQYN - 0.3 EQXP
COMBO 33. Gravity Loads + RSXP + 0.3 RSYP
COMBO 34. Gravity Loads + RSXP - 0.3 RSYP

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COMBO 35. Gravity Loads - RSXP + 0.3 RSYP

COMBO 36. Gravity Loads - RSXP - 0.3 RSYP
COMBO 37. Gravity Loads + RSYP + 0.3 RSXP
COMBO 38. Gravity Loads + RSYP - 0.3 RSXP
COMBO 39. Gravity Loads - RSYP + 0.3 RSXP
COMBO 40. Gravity Loads - RSYP - 0.3 RSXP
COMBO 41. Gravity Loads + RSXN + 0.3 RSYN
COMBO 42. Gravity Loads + RSXN - 0.3 RSYN
COMBO 43. Gravity Loads - RSXN + 0.3 RSYN
COMBO 44. Gravity Loads - RSXN - 0.3 RSYN
COMBO 45. Gravity Loads + RSYN + 0.3 RSXN
COMBO 46. Gravity Loads + RSYN - 0.3 RSXN
COMBO 47. Gravity Loads - RSYN + 0.3 RSXN
COMBO 48. Gravity Loads - RSYN - 0.3 RSXN
COMBO 49. Gravity Loads + RSXP + 0.3 RSYN
COMBO 50. Gravity Loads + RSXP - 0.3 RSYN
COMBO 51. Gravity Loads - RSXP + 0.3 RSYN
COMBO 52. Gravity Loads - RSXP - 0.3 RSYN
COMBO 53. Gravity Loads + RSYN + 0.3 RSXP
COMBO 54. Gravity Loads + RSYN - 0.3 RSXP
COMBO 55. Gravity Loads - RSYN + 0.3 RSXP
COMBO 56. Gravity Loads - RSYN - 0.3 RSXP
COMBO 57. Gravity Loads + RSYP + 0.3 RSXN
COMBO 58. Gravity Loads + RSYP - 0.3 RSXN
COMBO 59. Gravity Loads - RSYP + 0.3 RSXN
COMBO 60. Gravity Loads - RSYP - 0.3 RSXN
COMBO 61. Gravity Loads + RSXN + 0.3 RSYP
COMBO 62. Gravity Loads + RSXN - 0.3 RSYP
COMBO 63. Gravity Loads - RSXN + 0.3 RSYP
COMBO 64. Gravity Loads - RSXN - 0.3 RSYP
ENV. Envelope of all combinations

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3.4 Bearing capacity of foundation

Based on ES EN 1998-2015, consent of what the soil type is & super structural loading
(Reactions) the most appropriate type of foundation is an isolated footing. Bearing capacity of
250Kpa is taken for the design of the specified foundation.
3.5 Story Drift Analysis Results
Right after defining the basic load cases and parameters the structure is loaded by the
previously discussed possible loads and analysis is performed. Following the analysis, the
following important parameters has to be checked before proceeding to the design of the
structure.

3.5.1 Modal Analysis Results

i. If the sum of the effective modal masses for the modes taken into account amounts to
at least 90 % of the total mass of the structure (ES EN 1998-1-1,cl4.3.3.3.1(3))
ii. And all modes with the effective modal mass greater than 5% of the total mass are
taken into account
The numbers of modes used are 40 which are found by trial until it reaches to 90 % of the total mass.
Table 3. 1: Modal Participating Mass Ratios

TABLE: Modal Participating Mass Ratios

Case Mode Period UX UY SumUX SumUY
sec
Modal 1 2.116 0.0053 0.0792 0.0053 0.0792
Modal 2 1.475 0.5357 0.0968 0.5411 0.176
Modal 3 1.28 0.1274 0.5072 0.6684 0.6832
Modal 4 0.56 0 0.0112 0.6684 0.6944
Modal 5 0.413 0.1174 0.0065 0.7858 0.7009
Modal 6 0.354 0.002 0.1318 0.7878 0.8327
Modal 7 0.251 0.0013 0.0037 0.7891 0.8364
Modal 8 0.193 0.0459 0.0001 0.835 0.8365
Modal 9 0.16 0.0002 0.0557 0.8352 0.8922
Modal 10 0.141 0.0017 0.0007 0.8369 0.8929
Modal 11 0.114 0.0258 4.147E-05 0.8627 0.8929
Modal 12 0.094 0.0005 0.0411 0.8631 0.934
Modal 13 0.09 0.0019 2.708E-06 0.8651 0.934
Modal 14 0.078 0.0199 0.0002 0.885 0.9343
Modal 15 0.066 0.0007 0.0014 0.8857 0.9356
Modal 16 0.065 0.0022 0.0301 0.8879 0.9657
Modal 17 0.064 0.0097 0.0023 0.8976 0.9681

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Modal 18 0.056 0.0334 0.0005 0.931 0.9686

Modal 19 0.053 0.0264 0.0008 0.9574 0.9694
Modal 20 0.049 2.667E-05 0.0121 0.9574 0.9815
Modal 21 0.047 0.0334 0.0007 0.9908 0.9822
Modal 22 0.042 0.0017 0.0001 0.9926 0.9824
Modal 23 0.037 0.0041 0.0002 0.9967 0.9825
Modal 24 0.037 0.0002 0.003 0.9969 0.9856
Modal 25 0.034 0.0002 2.146E-05 0.9971 0.9856
Modal 26 0.03 0.0007 1.338E-05 0.9978 0.9856
Modal 27 0.029 4.567E-05 0.0017 0.9979 0.9873
Modal 28 0.026 0 3.086E-05 0.9979 0.9873
Modal 29 0.024 2.575E-05 0.001 0.9979 0.9883
Modal 30 0.023 0.0008 1.967E-05 0.9987 0.9883
Modal 31 0.021 0 0 0.9987 0.9883
Modal 32 0.021 0.0001 0.0035 0.9988 0.9918
Modal 33 0.015 0.0003 0.0082 0.999 1
Modal 34 0.015 0 0 0.999 1
Modal 35 0.014 0.0002 0 0.9992 1
Modal 36 0.011 0 0 0.9992 1
Modal 37 0.011 0 0 0.9992 1
Modal 38 0.011 0 0 0.9992 1
Modal 39 0.011 0 0 0.9992 1
Modal 40 0.011 0 0 0.9992 1

Table 3. 2: Modal Load Participation Ratios

Static Dynamic
Case ItemType Item
% %
Modal Acceleration UX 100 99.92
Modal Acceleration UY 100 100
Modal Acceleration UZ 0 0
More than 100% mass participation means number of modes is sufficient.

3.5.2 Damage Limitation Check

The “damage limitation requirement” is considered to have been satisfied, if, under a seismic
action having a larger probability of occurrence than the design seismic action corresponding
to the “no-collapse requirement” in accordance with 2.1(1)P and 3.2.1(3), the inter-story drifts
are limited in accordance with 4.4.3.2. Additional damage limitation verifications might be
required in the case of buildings important for civil protection or containing sensitive
equipment. Checking the damage limitation of the so used claddings or partitions. The damage
limitation requirements should be verified in terms of the inter story drift (𝑑𝑟 ) from ES EN
1998-1-1:2015, cl.4.4.3.2 using the equation below:
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𝑑𝑟 𝑎
𝑑𝑟 . 𝑣 ≤ 𝑎. ℎ => ≤
ℎ 𝑣

Where: - 𝑑𝑟 is the difference of the average lateral displacement.

V is the reduction factor which takes into account the lower return period of the seismic
action depends on the importance classes of the building. The recommended values of ν are 0.4
for importance classes III and IV and ν = 0.5 for importance classes I and II.
h is the story height
And the damage limitation according to ES EN 1998-1-1:2015, cl.4.4.3 for non-structural
elements of brittle material attached to the structure is 𝒅𝒓 v ≤ 0,005h. Extracting the maximum
story drift along both direction; for buildings having ductile non-structural elements: 𝑑𝑟 v ≤
0.0075h, and for buildings having non-structural elements fixed in a way so as not to interfere
with structural deformations, or without non-structural elements: 𝑑𝑟 v ≤ 0.010h
Table 3. 3: X-direction Drift

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Table 3. 4: Y-direction Drift

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Table 3. 5: Checking damage limit

X-direction Y-direction
Story Height(m) q v dr drx.q.v< 0.005h dr dry.q.v< 0.005h
WT 1.5 3.45 0.5 0.000821 OK! 0.001261 OK!
Roof L 3.2 3.45 0.5 0.000909 OK! 0.002402 OK!
Eighth FL 3.2 3.45 0.5 0.001013 OK! 0.002603 OK!
Seven FL 3.2 3.45 0.5 0.001119 OK! 0.002824 OK!
Six FL 3.2 3.45 0.5 0.001219 OK! 0.003001 OK!
Fifth FL 3.2 3.45 0.5 0.001283 OK! 0.003062 OK!
Fourth FL 3.2 3.45 0.5 0.001274 OK! 0.00294 OK!
Third FL 3.2 3.45 0.5 0.001187 OK! 0.002615 OK!
Second FL 3.2 3.45 0.5 0.000969 OK! 0.001992 OK!
First FL 3.2 3.45 0.5 0.000503 OK! 0.001139 OK!
Ground FL 4.2 3.45 0.5 0.000023 OK! 0.000213 OK!

As we can see from the result the building satisfies the demand for damage limit, hence no
need of strengthen the structure as far damage limitation is concerned.

Figure 3. 2: Maximum Story displacement and story drift with EQXP load case

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Figure 3. 3: Maximum Story displacement and story drift with EQXN load case

Figure 3. 4: Maximum Story displacement and story drift with EQYP load case

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Figure 3. 5: Maximum Story displacement and story drift with EQYN load case

Figure 3. 6: Maximum Story displacement and story drift with RSXP load case

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Figure 3. 7: Maximum Story displacement and story drift with RSXN load case

Figure 3. 8: Maximum Story displacement and story drift with RSYP load case

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Figure 3. 9: Maximum Story displacement and story drift with RSYN load case

3.5.3 Stability Check

The Stability of the structure is checked as per the code provision.
It’s recommended to check if the stability index θ has a value;
i. θ ≤ 0.10 Stable and Non-Sway desirable and no need of considering p-delta effect
ii. 0.1< θ ≤0.2 sway and should consider P-Delta or second order analysis. The
criterion for taking into account the second-order effect is based on the inter-story
drift sensitivity coefficient θ, which is defined by the equation
𝑃𝑡𝑜𝑡 𝑑𝑟
𝜃=
𝑉𝑡𝑜𝑡 . ℎ
Where: -
𝜃 is the inter-story drift sensitivity coefficient;
𝑃𝑡𝑜𝑡 is the total gravity load at and above story considered in the seismic design situation;
𝑑𝑟 is the design inter-story drift, evaluated as the difference of the average lateral
displacement’s ds at the top and bottom of the story under consideration and calculated in
accordance with 4.3.4;
➢ If linear analysis is performed the displacements induced by the design seismic action
shall be calculated on the basis of the elastic deformations of the structural system by
means of the following simplified expression:
ds= qd de

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ds is the displacement of a point of the structural system induced by the design seismic action;
qd is the displacement behavioral factor, assumed equal to q unless otherwise specified;
de is the displacement of the same point of the structural system, as determined by a linear analysis
based on the design response spectrum in accordance with 3.2.2.5.
The value of ds does not need to be larger than the value derived from the elastic spectrum.
NOTE: - In general qd is larger than q if the fundamental period of the structure is less than TC
When determining the displacements de, the torsional effects of the seismic action shall be taken
into account. For both static and dynamic non-linear analysis, the displacements determined are
those obtained directly from the analysis without further modification.
𝑉𝑡𝑜𝑡 is the total seismic story shear
h is the story height
The second-order effects may approximately be taken into account by multiplying the relevant
seismic action effects by a factor equal to 1/ (1–θ).
The table shown below tries to explain about the computation done for checking the stability
of the structure as per the code provision and it is found that the structure is quite stable and
non-sway as well which it implies that there is no need of considering p-delta or second order
analysis.
Table 3. 6: Structural Stability checking in the x-direction
Story P(kN) q drx(m) Vx(kN) h(m) θx=p*q*drx/(Vx*h) Checking
WT 564.5663 3.45 0.000821 42.064 1.5 0.03 Stable and Non-Sway
Roof L 7358.8647 3.45 0.000909 412.5493 3.3 0.02 Stable and Non-Sway
Eighth FL 16828.9713 3.45 0.001013 785.9729 3.3 0.02 Stable and Non-Sway
Seven FL 25815.5919 3.45 0.001119 1025.842 3.2 0.03 Stable and Non-Sway
Six FL 35462.9456 3.45 0.001219 1222.526 3.2 0.04 Stable and Non-Sway
Fifth FL 45013.7715 3.45 0.001283 1393.351 3.3 0.04 Stable and Non-Sway
Fourth FL 54965.6687 3.45 0.001274 1568.68 3.3 0.05 Stable and Non-Sway
Third FL 64446.1775 3.45 0.001187 1726.541 3.2 0.05 Stable and Non-Sway
Second FL 74335.506 3.45 0.000969 1866.19 3.2 0.04 Stable and Non-Sway
First FL 79736.0632 3.45 0.000503 1906.987 3.2 0.02 Stable and Non-Sway
Ground FL 89645.7489 3.45 0.000023 1917.616 4.2 0 Stable and Non-Sway
Basement FL 91544.8629 3.45 4.10E-05 1921.145 2.5 0 Stable and Non-Sway

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Table 3. 7: Structural Stability checking in the y-direction

Story P(kN) q dry(m) Vy(kN) h(m) θy=p*q*dry/(Vy*h) Checking

WT 564.5663 3.45 0.000865 40.0409 1.5 0.03 Stable and Non-Sway
Roof L 7358.8647 3.45 0.001071 396.7575 3.3 0.02 Stable and Non-Sway
Eighth FL 16828.9713 3.45 0.00112 751.3093 3.3 0.03 Stable and Non-Sway
Seven FL 25815.5919 3.45 0.001176 979.4267 3.2 0.03 Stable and Non-Sway
Six FL 35462.9456 3.45 0.001218 1168.759 3.2 0.04 Stable and Non-Sway
Fifth FL 45013.7715 3.45 0.001246 1395.343 3.3 0.04 Stable and Non-Sway
Fourth FL 54965.6687 3.45 0.001265 1607.328 3.3 0.05 Stable and Non-Sway
Third FL 64446.1775 3.45 0.00122 1775.491 3.2 0.05 Stable and Non-Sway
Second FL 74335.506 3.45 0.001097 1914.051 3.2 0.05 Stable and Non-Sway
First FL 79736.0632 3.45 0.000763 1973.295 3.2 0.03 Stable and Non-Sway
Ground FL 89645.7489 3.45 0.000061 2032.921 4.2 0 Stable and Non-Sway
Basement FL 91544.8629 3.45 3.20E-05 2044.39 2.5 0 Stable and Non-Sway

3.6 Shear Force Analysis Result Outputs

The following figures try to describe the analysis outputs shear forces of some of the frames.

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Figure 3. 10: Plan view for shear forces Analysis

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3.7 Moment Analysis Results

The following figures try to describe the analysis outputs moment of some of the frames.

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Figure 3. 11: Plan view for Moment Analysis

3.8 Foundation Analysis Results

The superstructure load is taken at each column end and for the respective column end with
some grouping for the equivalent load values is taken and the foundation is designed as per the
code in use. From the soil investigation the allowable bearing capacity of the soil is given as
250Kpa. Using the me Meyerhof’s equation we determine the allowable bearing capacity
3.8.1 Restraint Reactions

Figure 3. 12: Plan view for restraint reaction

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3.8.2 Joint Reactions

Table 3. 8: Joint Reaction

TABLE: Joint Reactions

Story Label Output Case FZ MX MY
kN kN-m kN-m
Base 1 ULS 4144.2277 -9.1027 -6.7243
Base 1 SLS 3028.9362 -6.6427 -4.8975
Base 4 ULS 4605.243 19.8994 -8.1947
Base 4 SLS 3362.2133 14.554 -5.9746
Base 7 ULS 3407.7135 -1.857 -13.3586
Base 7 SLS 2487.0434 -1.3652 -9.7411
Base 9 ULS 3724.4251 -7.3203 -5.3009
Base 9 SLS 2717.7529 -5.4554 -3.89
Base 10 ULS 4110.6917 -6.8716 0.6578
Base 10 SLS 2996.946 -5.0093 0.4735
Base 12 ULS 4100.8937 -8.6265 -15.4904
Base 12 SLS 2990.7518 -6.3322 -11.2965
Base 13 ULS 4224.292 -4.5349 -4.5424
Base 13 SLS 3084.1456 -3.3428 -3.3189
Base 14 ULS 3496.7458 21.6101 1.4508
Base 14 SLS 2551.447 15.7531 1.0462
Base 15 ULS 3841.3739 2.8048 -3.203
Base 15 SLS 2802.1107 2.059 -2.3343
Base 16 ULS 4450.1195 12.8692 -0.7449
Base 16 SLS 3249.1378 9.3906 -0.5393
Base 17 ULS 4825.2478 -1.9361 -21.7622
Base 17 SLS 3528.1904 -1.4792 -15.8919
Base 18 ULS 3488.832 8.58 -7.5272
Base 18 SLS 2553.2414 6.2871 -5.4865
Base 20 ULS 4383.9623 18.958 -6.236
Base 20 SLS 3205.2293 13.8981 -4.5556
Base 31 ULS 4009.2837 17.2721 -1.8096
Base 31 SLS 2927.9884 12.6385 -1.322
Base 34 ULS 4083.8453 27.3087 -9.8293
Base 34 SLS 2984.4128 19.9653 -7.1658
Base 91 ULS 3901.5069 1.1925 1.9811
Base 91 SLS 2848.4042 0.8759 1.4469
Base 24 ULS 3114.1694 -1.6556 -18.9267
Base 24 SLS 2274.3396 -1.2387 -13.7709
Base 184 ULS 2695.0935 3.4127 33.6553
Base 184 SLS 1968.0938 2.5366 24.5291

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Base 173 ULS 912.24 1.0648 -1.5532

Base 173 SLS 670.1411 0.7775 -1.1428
Base 195 ULS 915.4834 -2.3557 -0.9294
Base 195 SLS 672.3467 -1.7333 -0.6802
Base 198 ULS 80.4621 0.067 -0.3524
Base 198 SLS 59.1342 0.0494 -0.2597
Base 199 ULS 56.7212 -0.0216 -0.0117
Base 199 SLS 41.6689 -0.0158 -0.0083
Base 218 ULS 1387.6564 2.4634 -5.3661
Base 218 SLS 1019.7487 1.7983 -3.9277
Base 219 ULS 1448.7264 -1.5277 -4.7038
Base 219 SLS 1064.1129 -1.1295 -3.4359
Base 5 ULS 2638.0787 2.9912 -4.275
Base 5 SLS 1924.6973 2.1857 -3.1149
Base 26 ULS 2482.1773 3.4468 -3.9404
Base 26 SLS 1810.2579 2.5235 -2.8689
Base 44 ULS 2514.6898 -2.4689 -4.8604
Base 44 SLS 1834.3897 -1.7128 -3.518
Base 45 ULS 2448.1178 -5.6558 -5.9835
Base 45 SLS 1785.976 -4.0848 -4.3514
Base 48 ULS 3292.6059 -3.2923 -27.226
Base 48 SLS 2404.2853 -2.464 -19.8552
Base 47 ULS 2760.2367 6.3447 38.629
Base 47 SLS 2015.4399 4.7255 28.1862

From joint reaction force results by taking the base reaction force output we categorize the
loads in to different groups and we select the representative force for the group.

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4. DESIGN OUTPUTS
4.1 Beam Design
The structural beam design is carried out according to Euro code 2004, and also the structural
column design.: Number of bar = Area of steel (As) / Area of diameter of rebar(as).

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Figure 4. 1:Plan view for floor beams longitudinal reinforcing

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4.2 Column Design

The structural column design is carried out according to Euro code 2004

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Figure 4. 2: Elevation view for longitudinal reinforcing

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4.3 Shear Wall Design

The structural Shear Wall design is carried out according to Euro code 2004

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4.4 Stair Design

The staircase was designed using an excel template and Tekla software. The computation is shown
below

Table 4. 1: Stair 1 Design Summary

Figure 4. 3: RC Stair 1 Design Detailing

Table 4. 2: Stair 2 Design Summary

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Figure 4. 4: RC Stair 2 Design Detailing

Table 4. 3: Stair 3 Design Summary

Figure 4. 5: RC Stair 3 Design Detailing

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Table 4. 4: Stair 4 Design Summary

Figure 4. 6: RC Stair 4 Design Detailing for G+1

4.5 Slab Design

Assumptions:

➢ Concrete C20/25
➢ Fyk = S400
➢ Slab depth, D = 170 mm
➢ Concrete cover = 20mm
➢ Reinforcement diameter = 10 mm
➢ Effective slab depth, d = 170 – 20 – (10/2) = 145 mm.
➢ As,req = 215.52 mm2/m
➢ As, prov = ɸ10 c/c 200 = 392.7 mm2/m
The following expressions can estimate the limiting span/depth ratio limit.
3
𝑙 𝜌0 𝜌0 2
= 𝐾 [11 + 1.5√𝑓𝑐𝑘 + 3.2√𝑓𝑐𝑘 ( − 1) ] 𝑖𝑓 𝜌 ≤ 𝜌0
𝑑 𝜌 𝜌

𝑙 𝜌0 1 𝜌′
= 𝐾 [11 + 1.5√𝑓𝑐𝑘 + √𝑓𝑐𝑘 √ ] 𝑖𝑓 𝜌 > 𝜌0
𝑑 𝜌 − 𝜌′ 12 𝜌0

➢ 𝐾 = 1 (𝑓𝑜𝑟 𝑠𝑖𝑚𝑝𝑙𝑦 𝑠𝑢𝑝𝑝𝑜𝑟𝑡𝑒𝑑 𝑡𝑤𝑜 𝑤𝑎𝑦 𝑠𝑙𝑎𝑏)

➢ 𝐹𝑐𝑘 = 20 𝑀𝑃𝑎

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➢ 𝜌0 = √𝑓𝑐𝑘 10−3 = √2010−3 = 𝟎. 𝟒𝟒𝟕%

➢ 𝜌 = 𝐴𝑠, 𝑟𝑒𝑞 ⁄𝑏𝑑 = 215.52⁄(1000)(145) = 𝟎. 𝟏𝟕𝟐%
➢ 𝜌 < 𝜌0 therefore, the first expression is used to estimate the limiting span/depth ratio.
3
𝑙 0.447% 0.447 2
(𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒) = 1 [11 + 1.5√20 + 3.2√20 ( − 1) ]
𝑑 0.172% 0.172
𝑙
(𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒) = 1[11 + 17.43 + 28.93] = 𝟓𝟕. 𝟑𝟔
𝑑
The expressions have been derived on the assumption that the steel stress fyk = 500 MPa.
Since the rebar stress assumed for this design is fyk = 400MPa, the values obtained
using the expression (7.16) should be multiplied by 310/𝜎𝑠 . It will normally be
conservative to assume that:
310 500 500
= = = 𝟐. 𝟐𝟕𝟖
𝜎𝑠 𝐴𝑠, 𝑟𝑒𝑞 215.52
(𝑓𝑦𝑘 . ) (400 )
𝐴𝑠, 𝑃𝑟𝑜𝑣 392.7
𝑙
(𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒) = 2.278 × 57.36 = 𝟏𝟑𝟎. 𝟔𝟕
𝑑
𝑙 5450
(𝑎𝑐𝑡𝑢𝑎𝑙) = = 𝟒𝟑. 𝟔 < 130.67 𝑶𝑲!
𝑑 125
The slab was designed using an excel template and Tekla structural design software. The
computation is shown below

RC slab design
In accordance with EN1992-1-1:2004 incorporating corrigendum January 2008 and the
recommended values

Slab definition;
Type of slab; Two way spanning with restrained edges
Overall slab depth; h = 170 mm
Shorter effective span of panel; lx = 4580 mm
Longer effective span of panel; ly = 5300 mm
Support conditions; Four edges discontinuous

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Top outer layer of reinforcement; Short span direction

Bottom outer layer of reinforcement; Short span direction

Loading
Characteristic permanent action; Gk = 5.0 kN/m2
Characteristic variable action; Qk = 0.0 kN/m2
Design ultimate load; q = gG  Gk + gQ  Qk = 6.8 kN/m2
Quasi-permanent load; qSLS = 1.0  Gk + y2  Qk = 5.0 kN/m2
Concrete cover to reinforcement
Nominal cover to outer top reinforcement; cnom_t = 20 mm
Nominal cover to outer bottom reinforcement; cnom_b = 20 mm
Min. top cover requirement with regard to bond; cmin,b_t = 10 mm
Min. btm cover requirement with regard to bond; cmin,b_b = 10 mm
Cover allowance for deviation; Dcdev = 10 mm
Min. required nominal cover to top reinft; cnom_t_min = 20 mm
Min. required nominal cover to bottom reinft; cnom_b_min = 20 mm
PASS - There is sufficient cover to the top and bottom reinforcement
Design summary
Table 4. 5: Slab Design Summary

Reinforcement sketch
The following sketch is indicative only. Note that additional reinforcement may be required in
accordance with clauses 9.2.1.2, 9.2.1.4 and 9.2.1.5 of EN 1992-1-1:2004 to meet detailing rules.

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Figure 4. 7: RC Slab Design Detailing

Ribbed Slab

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4.6 Foundation Design

The foundation was designed using an excel template and SAFE v20.2 software. The computation is
shown below
`4.6.1 Footing Layout

Figure 4. 8: Footing Layout Plan

4.6.2 Footing Displacement

Figure 4. 9: The maximum settlement for footings

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4.6.3 Footing Soil Pressure

Figure 4. 10: The maximum soil pressure for footings

4.6.4 Footing slab strip Design

Figure 4. 11: Slab object for the footings

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Figure 4. 12:Slab strip Design for the footing

4.6.5 Footing Beam Design

The structural footing beam design is carried out according to Euro code 2004 using SAFE
v20.2.0: Number of bar = Area of steel (As) / Area of diameter of rebar(as).
The following figures try to describe the footing beam shear forces and bending moment
analysis outputs

Figure 4. 13: Shear force diagram for footing beams

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Figure 4. 14: Bending moment diagram for the footing beams

Figure 4. 15: The Beams total longitudinal rebar

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