A REPORT ON

STRUCTURAL ANALYSIS & DESIGN OF MULTI-STORIED

RESIDENTIAL BUILDING

DESIGNED BY- ER. SUSANT KUMAR BHAGAT

KAVYA ENGINEERING CONSULTANCY

OWNER:- MR. Pankaj Kumar

Begusarai Lakho-851129

Page 1 of 74
 TO WHOM IT MAY CONCERN

This report comprises the summary of the Residential Building of Mr. Pankaj Kumar.
The reports consist of the design procedures adopted, the assumptions made, the inputs
made in the design and the design output. During the design, it is assumed that the client
will completely follow the architectural as well as the structural design. It is also assumed
that the construction will be supervised by professional engineer.

The designer will not be responsible if any alterations to the structural system is
made by the client or the contractor without the prior written permission from the designer,
or the alterations to non-structural system is made such that the weight of each individual
floor or the weight of the whole building is altered by more than 10% of design weight of
each floor and the total weight.

The design calculations and derivations are limited to only a minimum to let the
concerned people know the methodology adopted. However, the calculations may be
provided to the client or concerned authorities when needed, upon request.

Page 2 of 74
 TABLE OF CONTENTS
S.N. Title Page No

1 Introduction 4

2 Salient features 4

3 Design Approach and Methodology 7

4 Design 9

5 Final Analysis 10

6 Design Methodology 13

7 Analysis Output 14

8 Design of Members 26

Page 3 of 74
 1.0 Background

This Report describes in brief the Structural Aspects and Design Report Begusarai.
The structural design is intended to be based primarily on the current IS Building Code and
National Building Code of India 2005 taking in to account the relevant Indian Codes.
2.0 Salient Features
2.1 Project Information:
Owner : Mr. Pankaj Kumar
Building Type : Residential Building.
Location : Begusarai Lakho-851129
Land Area : ……..Sq. ft.
Plinth Area :…….. Sq. ft.

2.2 Building Features:

Type of Structure : RCC Framed Structure
Storey : Basemnet 6- Storey and Stair Cover
Storey Height : 3. m.
Total Height : 3 m Basement+18.0 m.

2.3 Site Condition:

Soil Type : II (for seismic consideration)
Seismic Zone Factor : 0.36 Begusarai-851129
Safety Factor : 1.0
Allowable bearing capacity
Safe Bearing Capacity : 125 KN/m2

2.4 Material Specification:

Considering Architectural, Economic and strength demands reinforced cement

concrete (RCC) is used as the major structural material. The selected material also
confirms the availability and ease in construction. The concrete grade used is M20 as per
Indian Standard Specification. This material provides minimum grade of structural concrete
and favorable for easy production and quality control as well.

Fe 500 is provided as longitudinal and shear reinforcing in Beams, Columns,

foundations, and slabs wherever RCC is used.

Considerations of material for loading and strength parameter are as detailed below:
Page 4 of 74
2.5 Structural Components:
Concrete:
Grade: M20
Characteristic Compressive Strength: 20.0 N/m2
Unit Weight: 25.0 KN/m3
Young’s Modulus of Elasticity (E): = 5000sqrt(fck,y)_N/mm2
= 22360000 KN/m2 (for M20)
= 22360 N/mm2
Steel Reinforcement:
Grade: Fe 500 (for both longitudinal and shear reinforcement)
Young’s Modulus of Elasticity (E): 200000N/mm2

2.6 Non-Structural Components:

Brick wall:
Unit Weight: 19 KN/m3

Finishing:
Plaster:
Unit Weight: 20.4 KN/m3
Flooring: Screed + Punning
Unit Weight per Sq. meter: 1.20 KN/m2

Material
Grade of concrete: M20 for column footing, beam and slab.
Grade of steel: Fe500 TMT
Unit weight of concrete 25 kN/m3
Unit weight of the stone masonry wall 21 KN/m3
Unit weight of cement sand plaster 20 KN/m3
Young" s Modulus of Elasticity 5000Sqrt(fck)
Poisson" s Ratio 0.20 for concrete,0.30 for rebar

2.7 Dead Loads

Dead loads are assumed to be produced by slab, beams, columns, walls, parapet walls,
staircase, plasters and mortars, floor finish and water tank. The weight of building material is taken
as perIS875 (Part1-1987).

Page 5 of 74
 Specific weight of materials [Ref: IS: 875(Part 1 )-1987)] Materials

Unit weight (y) Reinforced Concrete 25 KN/m3

Brick Masonry 19.2 KN/m3
Stone Masonry 21 KN/m3

Floor Finishing (Scree ding & punning) 23 KN/m3

Cement Sand Plaster 20.4 KN/m3
Floor finishing (Marble) 25 KN/m3

Aluminum Composite Panel 12.2 KN/m3

Wall Loads

Type of Wall Applied Load(KN/m)

External Wall 13.6
External Wall with opening 9.3
Partition Wall 7.4
Partition Wall with opening 5.1
Parapet Wall 2.3

Live Loads (IS875partII)

Live load is applied on floor slabs on the basis of usage of rooms, as specified in IS875partI I.

Description Live load

Rooms 2 KN/m2
Balcony 3 KN/m2
Toilet/Bathrooms 2.0 KN/m2

3.0 KN/m2
Corridors, passages, lobbies, staircases
Terrace/Roof 1.5 KN/m2

3.0 Design Approach and Methodology:

Page 6 of 74
3.1 Introduction
The structure is analyzed for full Finite Element. Beams and columns modeled as
frame (line) elements with five and three internal stations. All floor slabs are modeled as
Shell (Area) elements with sufficient and appropriate meshing. Modulus of elasticity and
Poisson’s ratio for used material i.e. M20 grade concrete (as per Indian Specification) are
taken accordingly and section properties used are based on Preliminary section sizing with
consideration for deflection, minimum size specified and serviceability. Computation for
stiffness as a whole is carried out using FEM based latest software.
For Section Design and Check, suitable Load combinations as suggested and if not
covered in that, IS 1893- 2002 is referred with consideration of Envelopes of internal
Forces developed. Foundation design is carried out to satisfy strength and stability
requirements.
3.2 Software used: (Introduction to Analysis software)
The analysis for the structural system was carried out using ETAB 2015ver. 15.0. is a
product of computers and structures Inc., Berkeley. It is a FEM based software having
facility of RC Design based on IS-456:2000.
3.3 Structural Performance:
Structural response under limit state of serviceability is thoroughly checked. The force and
stiffness relationship resulting the deflection under various load cases and combined action
of forces are duly evaluated. Basically, short-term elastic deflection due to vertical loads
and lateral deflection due to seismic forces are of major importance along with the long-
term deflection of beam elements under sustained loading condition due to shrinkage and
creep are also taken into account.
3.4 Deformation under Vertical Loads:
Maximum vertical deflection in all components that resulted under vertical load of combined
effect of self, imposed dead and live load are checked for every element and maintained to
be within permissible limit. Short-term elastic deflection and long-term deflection due to
Shrinkage and creep due to sustained loads also are maintained within permissible limits
for all the elements.
3.5 Deformation under Lateral Loads:
Effect of lateral load due to seismic force is analyzed using self-generated seismic load
compatible with Codal provision. The distribution of lateral force at different parts of the
structure is done based on the response under unit force. Using Complete Quadratic
Combination (CQC) method of modal combination combines the deformations, and related
forces reported.

3.6 Recommendations:

The following recommendations are made:

 Materials used shall confirm minimum standard specified before use. Primarily the
cement, aggregate, sand and steel shall be used that confirms to IS standard.
Page 7 of 74
  Batching, mixing, placing and curing of concrete and steel fabrication and placing
shall be done as per standard practice.
 Construction safety shall be well planned and implemented.

4. Final Analysis
4.1 Load Calculations:

Refer Table: Load Intensity of Building Components Live Load: 2.0 KN/m2 (for others
rooms)
Live Load: 3.0 KN/m2 (for staircases and lobbies)
Roof Live Load: 1.5 KN/m2 (for roof accessible), 0.75 KN/m2 (for roof
inaccessible)

4.2 Seismic Lump Load:

Seismic weight: Comprises Dead Load+ 25% of Live Load (as per IS Code for live load
intensity <= 3 KN/m2)
Seismic wt. at ith floor level (Wi) = (Total dead load of all components i.e. Beam, Slab,
Columns And Walls for 1/2 height above and 1/2 height below the floor level + 25% of live
load)
n
Total Weight of the frame, W= • Wi Where, n = total number of storey
1=1
4.3 Base Shear Calculation:
As Per IS:
Total Horizontal Base Shear V= Cd • W
Where, Cd= C- Z- I- K
Where,
Basic Shear Factor (C) = According to time period of vibration and Soil type
Seismic Zoning Factor (Z) = For Begusarai, India
Importance Factor (I) = According to the type of building
Performance Factor (K) = for the moment resisting frame

Distribution of design seismic force:

Fi = Design Seismic Force at floor Level I
Page 8 of 74
Wi = seismic wt. at ith floor level
hi = height of floor i measured from base

4.4 Load Cases:

Dead : Self Weight of the building structural components (Beams, columns and slabs)
Finish: Weight of the finishing of the slabs as well as staircases (including steps)
Wall : Wall loads (inclusive of plaster)
Live : Live load in the building area elements.
Rlive : Live load in the terraces both accessible and inaccessible (not including in seismic
Behavior)
EQX : Spectral Seismic Load in X – Direction
EQY : Spectral Seismic Load in Y – Direction
W X : Wind Load in X – Direction
W Y : Wind Load in Y – Direction

4.5 Load Pattern

- Load Patterns
Self
Name Type Weight Auto Load
Multiplier
Dead Dead 1
Live<3 Live 0
Wall Dead 0
FF Dead 0
WT Dead 0
Lift Live 0
IS1893
EQx Seismic 0
2002
IS1893
EQy Seismic 0
2002
Indian
Wx Wind 0
IS875:1987
Indian
Wy Wind 0
IS875:1987
Surchagre Dead 0
EarthLoad Dead 0
4.6 Load Cases
Load Cases - Summary
Name Type
Dead Linear Static
Live Linear Static
Wall Linear Static
FF Linear Static
WT Linear Static
Lift Linear Static
EQx Linear Static
EQy Linear Static
Wx Linear Static
Wy Linear Static
Surchagre Linear Static
EarthLoad Linear Static

Page 9 of 74
4.7 Load Combination:
Load Combinations
Load
Scale
Name Case/Com Type Auto
Factor
bo
DWal1 Dead 1.5 Linear Add Yes
DWal1 Wall 1.5 No
DWal1 FF 1.5 No
DWal1 WT 1.5 No
DWal1 Surchagre 1.5 No
DWal1 EarthLoad 1.5 No
DWal2 Dead 1.5 Linear Add Yes
DWal2 Live 1.5 No
DWal2 Wall 1.5 No
DWal2 FF 1.5 No
DWal2 WT 1.5 No
DWal2 Lift 1.5 No
DWal2 Surchagre 1.5 No
DWal2 EarthLoad 1.5 No
DWal3 Dead 1.2 Linear Add Yes
DWal3 Live 1.2 No
DWal3 Wall 1.2 No
DWal3 FF 1.2 No
DWal3 WT 1.2 No
DWal3 Lift 1.2 No
DWal3 Surchagre 1.2 No
DWal3 EarthLoad 1.2 No
DWal3 Wx 1.2 No
DWal4 Dead 1.2 Linear Add Yes
DWal4 Live 1.2 No
DWal4 Wall 1.2 No
DWal4 FF 1.2 No
DWal4 WT 1.2 No
DWal4 Lift 1.2 No
DWal4 Surchagre 1.2 No
DWal4 EarthLoad 1.2 No
DWal4 Wx -1.2 No
DWal5 Dead 1.2 Linear Add Yes
DWal5 Live 1.2 No
DWal5 Wall 1.2 No
DWal5 FF 1.2 No
DWal5 WT 1.2 No
DWal5 Lift 1.2 No
DWal5 Surchagre 1.2 No
DWal5 EarthLoad 1.2 No
DWal5 Wy 1.2 No
DWal6 Dead 1.2 Linear Add Yes
DWal6 Live 1.2 No
DWal6 Wall 1.2 No
DWal6 FF 1.2 No
DWal6 WT 1.2 No
DWal6 Lift 1.2 No
DWal6 Surchagre 1.2 No
DWal6 EarthLoad 1.2 No
DWal6 Wy -1.2 No
DWal7 Dead 1.5 Linear Add Yes
DWal7 Wall 1.5 No
DWal7 FF 1.5 No

Page 10 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DWal7 WT 1.5 No
DWal7 Surchagre 1.5 No
DWal7 EarthLoad 1.5 No
DWal7 Wx 1.5 No
DWal8 Dead 1.5 Linear Add Yes
DWal8 Wall 1.5 No
DWal8 FF 1.5 No
DWal8 WT 1.5 No
DWal8 Surchagre 1.5 No
DWal8 EarthLoad 1.5 No
DWal8 Wx -1.5 No
DWal9 Dead 1.5 Linear Add Yes
DWal9 Wall 1.5 No
DWal9 FF 1.5 No
DWal9 WT 1.5 No
DWal9 Surchagre 1.5 No
DWal9 EarthLoad 1.5 No
DWal9 Wy 1.5 No
DWal10 Dead 1.5 Linear Add Yes
DWal10 Wall 1.5 No
DWal10 FF 1.5 No
DWal10 WT 1.5 No
DWal10 Surchagre 1.5 No
DWal10 EarthLoad 1.5 No
DWal10 Wy -1.5 No
DWal11 Dead 0.9 Linear Add Yes
DWal11 Wall 0.9 No
DWal11 FF 0.9 No
DWal11 WT 0.9 No
DWal11 Surchagre 0.9 No
DWal11 EarthLoad 0.9 No
DWal11 Wx 1.5 No
DWal12 Dead 0.9 Linear Add Yes
DWal12 Wall 0.9 No
DWal12 FF 0.9 No
DWal12 WT 0.9 No
DWal12 Surchagre 0.9 No
DWal12 EarthLoad 0.9 No
DWal12 Wx -1.5 No
DWal13 Dead 0.9 Linear Add Yes
DWal13 Wall 0.9 No
DWal13 FF 0.9 No
DWal13 WT 0.9 No
DWal13 Surchagre 0.9 No
DWal13 EarthLoad 0.9 No
DWal13 Wy 1.5 No
DWal14 Dead 0.9 Linear Add Yes
DWal14 Wall 0.9 No
DWal14 FF 0.9 No
DWal14 WT 0.9 No
DWal14 Surchagre 0.9 No
DWal14 EarthLoad 0.9 No
DWal14 Wy -1.5 No
DWal15 Dead 1.2 Linear Add Yes
DWal15 Live 1.2 No

Page 11 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DWal15 Wall 1.2 No
DWal15 FF 1.2 No
DWal15 WT 1.2 No
DWal15 Lift 1.2 No
DWal15 Surchagre 1.2 No
DWal15 EarthLoad 1.2 No
DWal15 EQx 1.2 No
DWal16 Dead 1.2 Linear Add Yes
DWal16 Live 1.2 No
DWal16 Wall 1.2 No
DWal16 FF 1.2 No
DWal16 WT 1.2 No
DWal16 Lift 1.2 No
DWal16 Surchagre 1.2 No
DWal16 EarthLoad 1.2 No
DWal16 EQx -1.2 No
DWal17 Dead 1.2 Linear Add Yes
DWal17 Live 1.2 No
DWal17 Wall 1.2 No
DWal17 FF 1.2 No
DWal17 WT 1.2 No
DWal17 Lift 1.2 No
DWal17 Surchagre 1.2 No
DWal17 EarthLoad 1.2 No
DWal17 EQy 1.2 No
DWal18 Dead 1.2 Linear Add Yes
DWal18 Live 1.2 No
DWal18 Wall 1.2 No
DWal18 FF 1.2 No
DWal18 WT 1.2 No
DWal18 Lift 1.2 No
DWal18 Surchagre 1.2 No
DWal18 EarthLoad 1.2 No
DWal18 EQy -1.2 No
DWal19 Dead 1.5 Linear Add Yes
DWal19 Wall 1.5 No
DWal19 FF 1.5 No
DWal19 WT 1.5 No
DWal19 Surchagre 1.5 No
DWal19 EarthLoad 1.5 No
DWal19 EQx 1.5 No
DWal20 Dead 1.5 Linear Add Yes
DWal20 Wall 1.5 No
DWal20 FF 1.5 No
DWal20 WT 1.5 No
DWal20 Surchagre 1.5 No
DWal20 EarthLoad 1.5 No
DWal20 EQx -1.5 No
DWal21 Dead 1.5 Linear Add Yes
DWal21 Wall 1.5 No
DWal21 FF 1.5 No
DWal21 WT 1.5 No
DWal21 Surchagre 1.5 No
DWal21 EarthLoad 1.5 No
DWal21 EQy 1.5 No

Page 12 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DWal22 Dead 1.5 Linear Add Yes
DWal22 Wall 1.5 No
DWal22 FF 1.5 No
DWal22 WT 1.5 No
DWal22 Surchagre 1.5 No
DWal22 EarthLoad 1.5 No
DWal22 EQy -1.5 No
DWal23 Dead 0.9 Linear Add Yes
DWal23 Wall 0.9 No
DWal23 FF 0.9 No
DWal23 WT 0.9 No
DWal23 Surchagre 0.9 No
DWal23 EarthLoad 0.9 No
DWal23 EQx 1.5 No
DWal24 Dead 0.9 Linear Add Yes
DWal24 Wall 0.9 No
DWal24 FF 0.9 No
DWal24 WT 0.9 No
DWal24 Surchagre 0.9 No
DWal24 EarthLoad 0.9 No
DWal24 EQx -1.5 No
DWal25 Dead 0.9 Linear Add Yes
DWal25 Wall 0.9 No
DWal25 FF 0.9 No
DWal25 WT 0.9 No
DWal25 Surchagre 0.9 No
DWal25 EarthLoad 0.9 No
DWal25 EQy 1.5 No
DWal26 Dead 0.9 Linear Add Yes
DWal26 Wall 0.9 No
DWal26 FF 0.9 No
DWal26 WT 0.9 No
DWal26 Surchagre 0.9 No
DWal26 EarthLoad 0.9 No
DWal26 EQy -1.5 No
DCon1 Dead 1.5 Linear Add Yes
DCon1 Wall 1.5 No
DCon1 FF 1.5 No
DCon1 WT 1.5 No
DCon1 Surchagre 1.5 No
DCon1 EarthLoad 1.5 No
DCon2 Dead 1.5 Linear Add Yes
DCon2 Live 1.5 No
DCon2 Wall 1.5 No
DCon2 FF 1.5 No
DCon2 WT 1.5 No
DCon2 Lift 1.5 No
DCon2 Surchagre 1.5 No
DCon2 EarthLoad 1.5 No
DCon3 Dead 1.2 Linear Add Yes
DCon3 Live 1.2 No
DCon3 Wall 1.2 No
DCon3 FF 1.2 No
DCon3 WT 1.2 No
DCon3 Lift 1.2 No

Page 13 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DCon3 Surchagre 1.2 No
DCon3 EarthLoad 1.2 No
DCon3 Wx 1.2 No
DCon4 Dead 1.2 Linear Add Yes
DCon4 Live 1.2 No
DCon4 Wall 1.2 No
DCon4 FF 1.2 No
DCon4 WT 1.2 No
DCon4 Lift 1.2 No
DCon4 Surchagre 1.2 No
DCon4 EarthLoad 1.2 No
DCon4 Wx -1.2 No
DCon5 Dead 1.2 Linear Add Yes
DCon5 Live 1.2 No
DCon5 Wall 1.2 No
DCon5 FF 1.2 No
DCon5 WT 1.2 No
DCon5 Lift 1.2 No
DCon5 Surchagre 1.2 No
DCon5 EarthLoad 1.2 No
DCon5 Wy 1.2 No
DCon6 Dead 1.2 Linear Add Yes
DCon6 Live 1.2 No
DCon6 Wall 1.2 No
DCon6 FF 1.2 No
DCon6 WT 1.2 No
DCon6 Lift 1.2 No
DCon6 Surchagre 1.2 No
DCon6 EarthLoad 1.2 No
DCon6 Wy -1.2 No
DCon7 Dead 1.5 Linear Add Yes
DCon7 Wall 1.5 No
DCon7 FF 1.5 No
DCon7 WT 1.5 No
DCon7 Surchagre 1.5 No
DCon7 EarthLoad 1.5 No
DCon7 Wx 1.5 No
DCon8 Dead 1.5 Linear Add Yes
DCon8 Wall 1.5 No
DCon8 FF 1.5 No
DCon8 WT 1.5 No
DCon8 Surchagre 1.5 No
DCon8 EarthLoad 1.5 No
DCon8 Wx -1.5 No
DCon9 Dead 1.5 Linear Add Yes
DCon9 Wall 1.5 No
DCon9 FF 1.5 No
DCon9 WT 1.5 No
DCon9 Surchagre 1.5 No
DCon9 EarthLoad 1.5 No
DCon9 Wy 1.5 No
DCon10 Dead 1.5 Linear Add Yes
DCon10 Wall 1.5 No
DCon10 FF 1.5 No
DCon10 WT 1.5 No

Page 14 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DCon10 Surchagre 1.5 No
DCon10 EarthLoad 1.5 No
DCon10 Wy -1.5 No
DCon11 Dead 0.9 Linear Add Yes
DCon11 Wall 0.9 No
DCon11 FF 0.9 No
DCon11 WT 0.9 No
DCon11 Surchagre 0.9 No
DCon11 EarthLoad 0.9 No
DCon11 Wx 1.5 No
DCon12 Dead 0.9 Linear Add Yes
DCon12 Wall 0.9 No
DCon12 FF 0.9 No
DCon12 WT 0.9 No
DCon12 Surchagre 0.9 No
DCon12 EarthLoad 0.9 No
DCon12 Wx -1.5 No
DCon13 Dead 0.9 Linear Add Yes
DCon13 Wall 0.9 No
DCon13 FF 0.9 No
DCon13 WT 0.9 No
DCon13 Surchagre 0.9 No
DCon13 EarthLoad 0.9 No
DCon13 Wy 1.5 No
DCon14 Dead 0.9 Linear Add Yes
DCon14 Wall 0.9 No
DCon14 FF 0.9 No
DCon14 WT 0.9 No
DCon14 Surchagre 0.9 No
DCon14 EarthLoad 0.9 No
DCon14 Wy -1.5 No
DCon15 Dead 1.2 Linear Add Yes
DCon15 Live 1.2 No
DCon15 Wall 1.2 No
DCon15 FF 1.2 No
DCon15 WT 1.2 No
DCon15 Lift 1.2 No
DCon15 Surchagre 1.2 No
DCon15 EarthLoad 1.2 No
DCon15 EQx 1.2 No
DCon16 Dead 1.2 Linear Add Yes
DCon16 Live 1.2 No
DCon16 Wall 1.2 No
DCon16 FF 1.2 No
DCon16 WT 1.2 No
DCon16 Lift 1.2 No
DCon16 Surchagre 1.2 No
DCon16 EarthLoad 1.2 No
DCon16 EQx -1.2 No
DCon17 Dead 1.2 Linear Add Yes
DCon17 Live 1.2 No
DCon17 Wall 1.2 No
DCon17 FF 1.2 No
DCon17 WT 1.2 No
DCon17 Lift 1.2 No

Page 15 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DCon17 Surchagre 1.2 No
DCon17 EarthLoad 1.2 No
DCon17 EQy 1.2 No
DCon18 Dead 1.2 Linear Add Yes
DCon18 Live 1.2 No
DCon18 Wall 1.2 No
DCon18 FF 1.2 No
DCon18 WT 1.2 No
DCon18 Lift 1.2 No
DCon18 Surchagre 1.2 No
DCon18 EarthLoad 1.2 No
DCon18 EQy -1.2 No
DCon19 Dead 1.5 Linear Add Yes
DCon19 Wall 1.5 No
DCon19 FF 1.5 No
DCon19 WT 1.5 No
DCon19 Surchagre 1.5 No
DCon19 EarthLoad 1.5 No
DCon19 EQx 1.5 No
DCon20 Dead 1.5 Linear Add Yes
DCon20 Wall 1.5 No
DCon20 FF 1.5 No
DCon20 WT 1.5 No
DCon20 Surchagre 1.5 No
DCon20 EarthLoad 1.5 No
DCon20 EQx -1.5 No
DCon21 Dead 1.5 Linear Add Yes
DCon21 Wall 1.5 No
DCon21 FF 1.5 No
DCon21 WT 1.5 No
DCon21 Surchagre 1.5 No
DCon21 EarthLoad 1.5 No
DCon21 EQy 1.5 No
DCon22 Dead 1.5 Linear Add Yes
DCon22 Wall 1.5 No
DCon22 FF 1.5 No
DCon22 WT 1.5 No
DCon22 Surchagre 1.5 No
DCon22 EarthLoad 1.5 No
DCon22 EQy -1.5 No
DCon23 Dead 0.9 Linear Add Yes
DCon23 Wall 0.9 No
DCon23 FF 0.9 No
DCon23 WT 0.9 No
DCon23 Surchagre 0.9 No
DCon23 EarthLoad 0.9 No
DCon23 EQx 1.5 No
DCon24 Dead 0.9 Linear Add Yes
DCon24 Wall 0.9 No
DCon24 FF 0.9 No
DCon24 WT 0.9 No
DCon24 Surchagre 0.9 No
DCon24 EarthLoad 0.9 No
DCon24 EQx -1.5 No
DCon25 Dead 0.9 Linear Add Yes

Page 16 of 74
 Load
Scale
Name Case/Com Type Auto
Factor
bo
DCon25 Wall 0.9 No
DCon25 FF 0.9 No
DCon25 WT 0.9 No
DCon25 Surchagre 0.9 No
DCon25 EarthLoad 0.9 No
DCon25 EQy 1.5 No
DCon26 Dead 0.9 Linear Add Yes
DCon26 Wall 0.9 No
DCon26 FF 0.9 No
DCon26 WT 0.9 No
DCon26 Surchagre 0.9 No
DCon26 EarthLoad 0.9 No
DCon26 EQy -1.5 No

5 Design of Structural Members

5.1 Design Assumptions:
Foundation
The Safe Bearing Capacity (SBC) of the soil is taken to be 125 KN/m2. It is assumed
that the soil below is converted to a firm base by sufficient compaction through any
convenient means or as directed by the site engineer.

Bearing Capacity of Soil:

As the soil test report is not available, the ground condition of the site is assumed to
be poor with the deposited material at the top and clay of low plasticity at the bottom.
Allowable Bearing Capacity of the soil is taken as 125 KN/m2 assuming medium type soil.
But as per the code IS 1893 (part I)-2002 the allowable bearing capacity of the soil can be
increased by 50 % when the seismic load are used to design. Thus the Allowable bearing
pressure in soil=187.5 KN/m2.
Depth of Footing
Footing depth is calculated according to following three considerations whichever gives greater
value is adopted.

a) From Consideration of Bending Moment

Using Equation: Mu = qu(B-b)2/8
Where, qu = soil reaction = 1.5P/A
B = footing size
b = column size
Mu = limiting moment
= 0.36fck xu,lim/d (1-0.42xu,lim/d)bd2

b) From Consideration of One Way Shear

Using Equation: ƮcBd = quB[(B-b)/2-d]
Where, Ʈc = critical shear stress in concrete

Page 17 of 74
c) From Consideration of Two Way or Punching Shear
Using Equation:
Force of Punching (S) is given by,
S = qu [B2-(b+d)2]
Punching shear Ʈp = S/A
Or, 0.25 √fck = qu[B2-(b+d)2]/A

5.2 Beam:
Beams are designed with the software ETABS considering the reversible effect due to the seismic
force. The most critical value of seismic force of all possible direction has been considered. The
grade of concrete and steel are M20 and Fe500.

The Shear Stirrups are designed as per the requirements and instruction of code and area of the
stirrups are checked for provided spacing. The spacing of the stirrups is governed by the seismic
detailing requirements. See ETABS frame reinforcement diagram for beam area of steel.

5.3 Slab:
The Slabs are Designed as two-way slab by bending moment coefficient method for different
existing boundary conditions as per the code IS 456-2000.The boundary conditions considered are
as follows:
1. Interior Panels
2. One short edge discontinuous
3. One long edge discontinuous
4. Two adjacent edge discontinuous

The straight bars are used at bottom without any bent up. And the extra cut pieces are used for
extra top bar. The grade of concrete and steel are M20 and Fe500.
(SAMPLE SLAB DESIGN IS PROVIDED BELOW)
5.4 Columns:
Columns are designed with the help of ETABS. Each Column was designed for the total
vertical load coming on to the individual column. The percentage of steel is checked as per Limit
governed by IS 456.The stirrup Area is checked for the spacing provided. The grade of concrete
and steel are M20 and Fe500.

The spacing of stirrups is as per the requirement of seismic criteria given in seismic code and
seismic detailing code. Also the lapping and any other detailing requirement of IS 13920 is followed.
See Table : Column Design Summary

5.5 Staircases:
Stair case is designed for the live load 3 KN/m2 as per the code and standard RCC books. The
grade of concrete and steel are M20 and Fe500. See Staircase Design

5.6 Design Methodology:

Page 18 of 74
The design of beams and columns that are the structural components in the building are
carried out using the results and analysis for critical responses and also checking with
manual calculations is carried out. The design of the foundation is carried out based on the
base reactions as obtained from the software with necessary adjustments. The design of
slabs and staircases are carried out based on the prevailing design practices, following the
Codal provisions.

5.7 Calculation of Wall Loads.

The calculations of the loads are given in the following tables:
Load Intensity of Wall
10”Thickness of wall with 1” plaster both side of wall
5” Thickness of wall with 1” plaster both side of wall
Parapet 5” wall

full brick wall thickness = 0.26 m

half brick wall thickness = 0.13 m
floor to floor height = 3.20 m
beam depth = 0. 354 m
slab thickness = 0.154 m
height of wall resting on beam & slab = 3.2 - 0.354-0.154
= 2.692 m
unit weight of brick masonry = 19.2 KN/m3

IS: 875 (Part 1)-1987,Table-1 Item no. 36

parapet wall height = 1.00m

dimensions Total
Finishing Self
S. No. Building Component Width Height unit Units Remarks
Load Weight
(B) mm (H) mm Wt.
10"outer wall without
1 opening 240 2692 1.2 12.4 13.60
10"outer wall with 30%
2 opening 240 2692 0.8 8.5 9.30 opening
5" inner wall with
3 opening 125 2692 1.1 6.3 7.40
5" Inner wall with 30%
4 opening 125 2692 0.7 4.4 5.10 opening
5 5" parapet wall 125 915 0.2 2.1 2.30
AREA LOAD CALCULATION
(i) Floor Finish
Total Floor Finish load = 1.20 KN/m2

Page 19 of 74
 6 ANALYSIS OUTPUT

6.1 Result from Structural models and analysis

Page 20 of 74
3D Model of the Building

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Page 30 of 74
 7.0 Design of Members

7.1 Design of Beams and Columns

The design of beams and columns are done from the software itself. However, it is to be
Notified that the limitations of the design by the software have been evaluated and the
Adjustments have been made accordingly. The samples (summary) of the design through
the software based on IS456: 2000 has been presented hereunder.

7.2 Output for the Reinforcement Area (Beams and Column)

Column Reinforcement Details

Reinforcement Details

Column Reinforcements Rein. Perc.

Rein.
Column Ground First Second Third Area
Stirrups %
Type Floor Floor Floor Floor & Above
6-16Ǿ 8-16Ǿ 8-16Ǿ 12-16Ǿ
C1 (12"X20") +6-20Ǿ +4-20Ǿ 3089 1.99
+4-20Ǿ
12-16Ǿ 12-16Ǿ 12-16Ǿ 12-16Ǿ
C2 (12"X20") 2411 1.56
8mm $
10-16Ǿ 10-16Ǿ 10-16Ǿ 10-16Ǿ @4" c/c
near joint
C3 (12"X20")
& 6"c/c at 2009 1.30
mid
8-16Ǿ 8-16Ǿ 8-16Ǿ 8-16Ǿ
C4 (10"X15") 00
1.66
1607

Page 31 of 74
Beam Reinforcement Detail

Regular
Additional Reinforcement Stirrups
Grid Beam Type Floor Reinforcement

Top Bottom Top Bottom

Ground Floor 2-20 Ǿ (T) 2-16 Ǿ (B) 2-16 Ǿ (Ex) 2-16 Ǿ (Ex)
MB (10"X20")
5" Included First Floor 2-20 Ǿ (T) 2-16 Ǿ (B) 2-16 Ǿ (Ex) 2-16 Ǿ (Ex)
Slab
Second/T.F/F.F
2-16 Ǿ (T) 2-16 Ǿ (B) 2-16 Ǿ (Ex) 2-16 Ǿ (Ex) 8mm $ @4"
X dir & Floor c/c near
Y- dir joint &
Ground Floor 3-16 Ǿ (T) 3-16 Ǿ (B)
6"c/c at mid
Sec Beam
(10"X15") 5" First Floor 3-16 Ǿ (T) 3-16 Ǿ (B)
Included Slab
Second/T.F/F.F
3-16 Ǿ (T) 3-16 Ǿ (B)
Floor
3-16 Ǿ
TB (12"x15") Plinth Down 3-16 Ǿ (B)
(T)
2-16 Ǿ
BB (10"x12") Plinth Down 2-16 Ǿ (B) - -
(T)

Raft & Pile Footing Reinforcement Detail

Concrete Edge
Footing Reinforcement in x-direction & No. of
S.N. Size Footing
Type y- direction Depth Piles
Depth
As Per
Raft 37'-6”X42'-6” 12mm Ǿ @ 125 mm c/c 36" -
1 Drawing

Page 32 of 74
Page 33 of 74
Page 34 of 74
7.3 Details Refer to Auto-Cad Drawing Map

8 Design
Page 35 of 74
 The Preliminary Design was done using the prevailing thumb rules and span
consideration.
Slab: The slab is designed based on IS456:2000. The slab is designed to meet the
deflection criteria for the slab.

Beam: The beam is designed based on IS456:2000. The slab is preliminarily designed to
meet the deflection criteria as well as the moment requirements for the span.

Column: The column is preliminarily designed to meet the stiffness criteria for the building.

Staircase: The staircase is designed to satisfy the moment requirement as well as the
deflection criteria. The sizes of the structural components are as given below: Sizes of
Structural Components:

Slab : 5 inches thick RCC (M20) Slab

Slab Beam : Rectangular Beams size- 10 inches X 20 inches (Included 5”
Slab) (BXD) & Sec Beams size- 10 inches X 15 inches (Included
5” Slab) (BXD)
Tie Beam (BXD) :10 inches X 15 inches Rectangular Beams size
Foundation Beam (BXD) :10 inches X 15 inches Rectangular Beams size
Column (HXB) : 12 inches X 20 inches Rectangular Column size
: 12 inches X 15 inches Rectangular Column size

Staircase : Waist Slab 6.0 inches thick

8.1 Check for Story Displacements /Drift Ratio (Inter-story Deflections).

The ratio of the inter-story deflection to the corresponding story height shall not Exceed:
Page 36 of 74
 Displacements (0.004*18)*1000=72.0 mm> (24.73, 24.73) OK

For Drift Check

Page 37 of 74
Hence Safe in storey Drift (0.004) > (0.002123, 0.002123) OK

8.4 Model Data

Page 38 of 74
Story Data
Table 1.1 - Story Data
Height Elevation Master Splice
Name Similar To
mm mm Story Story
Roof 3000 21000 No None No
Fourth Roof 3000 18000 No None No
Third Roof 3000 15000 No None No
Second Basement
3000 12000 No No
Roof Roof
Basement
First Roof 3000 9000 No No
Roof
Ground Basement
3000 6000 No No
Roof Roof
Basement
3000 3000 Yes None No
Roof
Base 0 0 No None No

Grid Data Table 1.2 - Grid Systems

Bubble
Story X Origin Y Origin Rotation
Name Type Size Color
Range m m deg
mm
aG1 Cartesian Default 0 0 0 1250 ffa0a0a0

Table 1.3 - Grid Lines

Grid Grid Bubble Ordinate
Grid ID Visible
System Direction Location m
G1 X A Yes End 0
G1 X B Yes End 3.2004
G1 X C Yes End 4.7752
G1 X D Yes End 6.2738
G1 X E Yes End 9.3472
G1 Y 1 Yes Start 0
G1 Y 2 Yes Start 3.9878
G1 Y 3 Yes Start 7.9756
G1 Y 4 Yes Start 10.7696

8.5 Mass Source

Mass Source
Include
Include Include Include Include Lump at Load
Name Added IsDefault Multiplier
Elements Loads Lateral Vertical Stories Pattern
Mass
MsSrc1 No Yes Yes Yes No Yes Yes Dead 1
MsSrc1 No Yes Yes Yes No Yes Yes Live<3 0.25
MsSrc1 No Yes Yes Yes No Yes Yes Wall 1
MsSrc1 No Yes Yes Yes No Yes Yes FF 1
MsSrc1 No Yes Yes Yes No Yes Yes WT 1
MsSrc1 No Yes Yes Yes No Yes Yes Lift 0.5
MsSrc1 No Yes Yes Yes No Yes Yes Surchagre 1
MsSrc1 No Yes Yes Yes No Yes Yes EarthLoad 1

8.6 Centers of Mass and Rigidity

- Centers of Mass and Rigidity

Mass X Mass Y XCM YCM Cumulative X Cumulative Y XCCM YCCM

Story Diaphragm
kg kg m m kg kg m m

Basement Roof D1 169383.86 169383.86 4.6424 5.941 169383.86 169383.86 4.6424 5.941
Ground Roof D2 122194.79 122194.79 4.2648 6.0265 122194.79 122194.79 4.2648 6.0265

Page 39 of 74
 Mass X Mass Y XCM YCM Cumulative X Cumulative Y XCCM YCCM
Story Diaphragm
kg kg m m kg kg m m

First Roof D3 122194.79 122194.79 4.2648 6.0265 122194.79 122194.79 4.2648 6.0265
Second Roof D4 122194.79 122194.79 4.2648 6.0265 122194.79 122194.79 4.2648 6.0265
Third Roof D5 122194.79 122194.79 4.2648 6.0265 122194.79 122194.79 4.2648 6.0265
Fourth Roof D6 75704.88 75704.88 4.1488 6.7054 75704.88 75704.88 4.1488 6.7054
Roof D7 22725.77 22725.77 4.7044 9.3548 22725.77 22725.77 4.7044 9.3548
XCR YCR
Story Diaphragm
m m

Basement Roof D1 4.5143 6.8415

Ground Roof D2 2.6605 7.1524

First Roof D3 2.6696 7.3099

Second Roof D4 2.7188 7.3756

Third Roof D5 2.7937 7.4093

Fourth Roof D6 2.8832 7.4429

Roof D7 3.6256 8.3299

8.7 Mass Summary by Diaphragm

Mass Summary by Diaphragm

Mass
X Mass Y Mass
Mass X Mass Y Moment of
Story Diaphragm Center Center
kg kg Inertia
m m
ton-m²

Roof D7 22725.77 22725.77 279.3933 4.7044 9.3548

Fourth Roof D6 75704.88 75704.88 2390.0295 4.1488 6.7054
Third Roof D5 122194.79 122194.79 4218.7784 4.2648 6.0265
Second Roof D4 122194.79 122194.79 4218.7784 4.2648 6.0265
First Roof D3 122194.79 122194.79 4218.7784 4.2648 6.0265
Ground Roof D2 122194.79 122194.79 4218.7784 4.2648 6.0265
Basement Roof D1 169383.86 169383.86 5459.9451 4.6424 5.941

8.8 Mass Summary by Story

UX UY UZ
Story
kg kg kg
Roof 35291.43 35291.43 0
Fourth Roof 116665.72 116665.72 0
Third Roof 177614.53 177614.53 0
Second Roof 177614.53 177614.53 0
First Roof 177614.53 177614.53 0
Ground Roof 177614.53 177614.53 0
Basement Roof 224803.59 224803.59 0
Base 45703.84 45703.84 0

Page 40 of 74
8.9 Properties
This provides property information for materials, frame sections, shell sections, and links.

Materials
Material Properties - Summary
Unit
E Design
Name Type ν Weight
MPa Strengths
kN/m³
Fy=500 MPa,
HYSD500 Rebar 200000 0 76.9729
Fu=545 MPa
M20 Concrete 22360.68 0.2 24.9926 Fc=20 MPa

Frame Sections
Frame Sections - Summary
Name Material Shape
Beam 10 x Concrete
M20
20 Rectangular
Column 10 x Concrete
M20
15 Rectangular
Column 12 x Concrete
M20
20 Rectangular
S Beam 10 Concrete
M20
x 15 Rectangular

Shell Sections
Shell Sections - Summary
Total
Design Element
Name Material Thickness
Type Type
mm
Slab1 Slab Shell-Thin M20 127
Wall 250 Wall Shell-Thin M20 254
8.10 Loads
This provides loading information as applied to the model.

Load Patterns
Load Patterns
Self
Name Type Weight Auto Load
Multiplier
Dead Dead 1
Live<3 Live 0
Wall Dead 0
FF Dead 0
WT Dead 0
Lift Live 0
EQx Seismic 0 IS1893

Page 41 of 74
 Self
Name Type Weight Auto Load
Multiplier
2002
IS1893
EQy Seismic 0
2002
Indian
Wx Wind 0
IS875:1987
Indian
Wy Wind 0
IS875:1987
Surchagre Dead 0
EarthLoad Dead 0

Auto Wind Loading

Indian IS875:1987 Auto Wind Load Calculation

This calculation presents the automatically generated lateral wind loads for load pattern Wx according to Indian
IS875:1987, as calculated by ETABS.
Exposure Parameters

Exposure From = Diaphragms

Structure Class = Class B

Terrain Category = Category 3

Wind Direction = 0 degrees

meter
Basic Wind Speed, Vb [IS Fig. 1] V b =47
sec
Windward Coefficient, Cp,wind C p ,wind =0.8
Leeward Coefficient, Cp,lee C p ,lee =0.25

Top Story = Roof

Bottom Story = Basement Roof

Include Parapet = Yes, Parapet Height = 1

Factors and Coefficients

Risk Coefficient, k1 [IS 5.3.1] k 1=1

Topography Factor, k3 [IS 5.3.3] k 3=1

Lateral Loading

Design Wind Speed, Vz [IS 5.3] V z=V b k 1 k 2 k 3 V z=45.6652

2
Design Wind Pressure, pz [IS 5.4] p z=0.6 V z

Applied Story Forces

Page 42 of 74
 Story Elevation X-Dir Y-Dir
m kN kN
Roof 21 8.9741 0

Fourth Roof 18 48.0592 0

Third Roof 15 44.6641 0

Second
12 42.4647 0
Roof

First Roof 9 42.2925 0

Ground
6 42.2925 0
Roof
Basement
3 21.1463 0
Roof
Base 0 0 0

Page 43 of 74
 7/14/2016

Indian IS875:1987 Auto Wind Load Calculation

This calculation presents the automatically generated lateral wind loads for load pattern Wy according to Indian
IS875:1987, as calculated by ETABS.
Exposure Parameters

Exposure From = Diaphragms

Structure Class = Class B

Terrain Category = Category 3

Wind Direction = 90 degrees

meter
Basic Wind Speed, Vb [IS Fig. 1] V b =47
sec
Windward Coefficient, Cp,wind C p ,wind =0.8
Leeward Coefficient, Cp,lee C p ,lee =0.25

Top Story = Roof

Bottom Story = Basement Roof

Include Parapet = Yes, Parapet Height = 0

Factors and Coefficients

Risk Coefficient, k1 [IS 5.3.1] k 1=1

Topography Factor, k3 [IS 5.3.3] k 3=1

Lateral Loading

Design Wind Speed, Vz [IS 5.3] V z=V b k 1 k 2 k 3 V z=45.308

2
Design Wind Pressure, pz [IS 5.4] p z=0.6 V z

Applied Story Forces

Page 44 of 74
 7/14/2016

Story Elevation X-Dir Y-Dir

m kN kN
Roof 21 0 17.8333

Fourth Roof 18 0 37.8875

Third Roof 15 0 35.2109

Second
12 0 33.4771
Roof

First Roof 9 0 33.3413

Ground
6 0 33.3413
Roof
Basement
3 0 16.6707
Roof
Base 0 0 0

Page 45 of 74
4.3 Auto Seismic Loading

IS1893 2002 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern EQx according to
IS1893 2002, as calculated by ETABS.
Direction and Eccentricity

Direction = Multiple

Eccentricity Ratio = 10% for all diaphragms

Structural Period

Period Calculation Method = Program Calculated

Factors and Coefficients

Seismic Zone Factor, Z [IS Table 2] Z=0.36

Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I =1
Site Type [IS Table 1] = II

Seismic Response

Spectral Acceleration Coefficient, Sa /g [IS S a 1.36 Sa

6.4.5]
= =1.550089
g T g

Equivalent Lateral Forces

Sa
ZI
Seismic Coefficient, Ah [IS 6.4.2] g
Ah =
2R

Calculated Base Shear

Period Used W Vb
Direction
(sec) (kN) (kN)
X 0.877 8457.4047 471.9504
X + Ecc. Y 0.877 8457.4047 471.9504
X - Ecc. Y 0.877 8457.4047 471.9504

Applied Story Forces

Page 46 of 74
 Story Elevation X-Dir Y-Dir
m kN kN
Roof 21 63.0134 0
Fourth
18 144.6588 0
Roof

Third Roof 15 140.9483 0

Second
12 79.2834 0
Roof

First Roof 9 35.2371 0

Ground
6 8.8093 0
Roof
Basement
3 0 0
Roof
Base 0 0 0

Page 47 of 74
IS1893 2002 Auto Seismic Load Calculation
This calculation presents the automatically generated lateral seismic loads for load pattern EQy according to
IS1893 2002, as calculated by ETABS.
Direction and Eccentricity

Direction = Multiple

Eccentricity Ratio = 10% for all diaphragms

Structural Period

Period Calculation Method = Program Calculated

Factors and Coefficients

Seismic Zone Factor, Z [IS Table 2] Z=0.36

Response Reduction Factor, R [IS Table 7] R=5
Importance Factor, I [IS Table 6] I =1
Site Type [IS Table 1] = II

Seismic Response

Spectral Acceleration Coefficient, Sa /g [IS S a 1.36 Sa

6.4.5]
= =1.550089
g T g

Equivalent Lateral Forces

Sa
ZI
Seismic Coefficient, Ah [IS 6.4.2] g
Ah =
2R

Calculated Base Shear

Period Used W Vb
Direction
(sec) (kN) (kN)
X 0.877 8457.4047 471.9504
Y 0.877 8457.4047 471.9504
X + Ecc. Y 0.877 8457.4047 471.9504
Y + Ecc. X 0.877 8457.4047 471.9504
X - Ecc. Y 0.877 8457.4047 471.9504
Y - Ecc. X 0.877 8457.4047 471.9504

Applied Story Forces

Page 48
 Story Elevation X-Dir Y-Dir Story Elevation X-Dir Y-Dir
m kN kN m kN kN
Roof 21 63.0134 0 Roof 21 0 63.0134
Fourth Fourth
18 144.6588 0 18 0 144.6588
Roof Roof

Third Roof 15 140.9483 0 Third Roof 15 0 140.9483

Second Second
12 79.2834 0 12 0 79.2834
Roof Roof

First Roof 9 35.2371 0 First Roof 9 0 35.2371

Ground Ground
6 8.8093 0 6 0 8.8093
Roof Roof
Basement Basement
3 0 0 3 0 0
Roof Roof
Base 0 0 0 Base 0 0 0

Page 49
8.11 Base Reactions

8.12 Modal Results

- Modal Direction Factors
Circular
Period Frequency Eigenvalue
Case Mode Frequency
sec cyc/sec rad²/sec²
rad/sec
Modal 1 1.076 0.929 5.8392 34.0968
Modal 2 0.877 1.14 7.1614 51.2856
Modal 3 0.73 1.37 8.6095 74.1241
Modal 4 0.349 2.862 17.9836 323.4115
Modal 5 0.285 3.508 22.04 485.7608
Modal 6 0.243 4.121 25.892 670.3952
Modal 7 0.206 4.856 30.5089 930.7943
Modal 8 0.173 5.772 36.2669 1315.286
Modal 9 0.157 6.377 40.0653 1605.2318
Modal 10 0.148 6.758 42.4644 1803.2236
Modal 11 0.131 7.636 47.9772 2301.8116

Page 50
 Circular
Period Frequency Eigenvalue
Case Mode Frequency
sec cyc/sec rad²/sec²
rad/sec
Modal 12 0.127 7.866 49.4247 2442.8018
Modal 13 0.112 8.922 56.0598 3142.7019
Modal 14 0.111 8.984 56.449 3186.4931
Modal 15 0.1 9.954 62.5397 3911.2137
Modal 16 0.09 11.114 69.8302 4876.2587
Modal 17 0.083 12.046 75.6896 5728.9187
Modal 18 0.073 13.664 85.853 7370.7446
Modal 19 0.027 36.772 231.0468 53382.6388
Modal 20 0.023 44.297 278.3241 77464.2921
Modal 21 0.019 53.975 339.1327 115011.0153
Modal 22 0.017 57.924 363.9494 132459.195
Modal 23 0.017 59.95 376.6787 141886.8777
Modal 24 0.016 60.748 381.6902 145687.382

8.13 Modal Periods and Frequencies

Modal Periods and Frequencies
Period
Case Mode UX UY UZ Sum UX Sum UY Sum UZ
sec
Modal 1 1.076 0.1666 0.1746 0 0.1666 0.1746 0
Modal 2 0.877 0.3576 0.3002 0 0.5242 0.4748 0
Modal 3 0.73 0.1395 0.1776 0 0.6637 0.6524 0
Modal 4 0.349 0.0175 0.0305 0 0.6812 0.6829 0
Modal 5 0.285 0.0524 0.0371 0 0.7336 0.72 0
Modal 6 0.243 0.0138 0.0238 0 0.7474 0.7438 0
Modal 7 0.206 0.0047 0.0192 0 0.7521 0.7631 0
Modal 8 0.173 0.0133 0.0083 0 0.7654 0.7714 0
Modal 9 0.157 0.0072 0.0005 0 0.7726 0.7719 0
Modal 10 0.148 0.0085 0.0066 0 0.7811 0.7785 0
Modal 11 0.131 0.0001 0.009 0 0.7811 0.7875 0
Modal 12 0.127 0.0011 0.0024 0 0.7822 0.79 0
Modal 13 0.112 0.0031 0.0014 0 0.7854 0.7914 0
Modal 14 0.111 0.0097 0.0006 0 0.7951 0.792 0
Modal 15 0.1 0.0002 0.0042 0 0.7954 0.7962 0
Modal 16 0.09 0.0028 0.0006 0 0.7981 0.7968 0
Modal 17 0.083 0.003 0.0006 0 0.8011 0.7974 0
Modal 18 0.073 0.0008 4.235E-05 0 0.8019 0.7975 0
Modal 19 0.027 0.188 0.0003 0 0.9899 0.7978 0
Modal 20 0.023 0.0003 0.2005 0 0.9903 0.9983 0
Modal 21 0.019 0.0088 9.151E-07 0 0.999 0.9983 0
Modal 22 0.017 0 0 0 0.999 0.9983 0
Modal 23 0.017 5.851E-06 1.257E-05 0 0.999 0.9984 0
Modal 24 0.016 7.088E-06 2.091E-05 0 0.999 0.9984 0

8.14 Modal Participating Mass Ratios (Part 1 of 2)

Modal Participating Mass Ratios (Part 1 of 2)

Case Mode RX RY RZ Sum RX Sum RY Sum RZ

Modal 1 0.107 0.0743 0.3196 0.107 0.0743 0.3196

Modal 2 0.1902 0.2198 0.0005 0.2972 0.294 0.3201

Page 51
Case Mode RX RY RZ Sum RX Sum RY Sum RZ

Modal 3 0.121 0.1096 0.3483 0.4182 0.4037 0.6683

Modal 4 0.0695 0.0409 0.034 0.4877 0.4446 0.7023
Modal 5 0.0772 0.146 0.0002 0.5648 0.5907 0.7025
Modal 6 0.0578 0.0428 0.0498 0.6226 0.6335 0.7523
Modal 7 0.0185 0.0033 0.006 0.6411 0.6368 0.7583
Modal 8 0.0064 0.0067 0.005 0.6475 0.6435 0.7633
Modal 9 0.0012 0.0025 0.0141 0.6487 0.6461 0.7774
Modal 10 0.0079 0.0077 0.0002 0.6566 0.6537 0.7776
Modal 11 0.0106 0.0003 0 0.6672 0.654 0.7776
Modal 12 0.0024 0.0027 0.0103 0.6696 0.6567 0.7879
Modal 13 0.0015 0.0042 2.301E-05 0.6711 0.6609 0.788
Modal 14 0.0012 0.0161 0.002 0.6723 0.6771 0.79
Modal 15 0.0066 0.0006 0.0055 0.6789 0.6777 0.7955
Modal 16 0.0005 0.003 3.32E-05 0.6795 0.6807 0.7955
Modal 17 0.0009 0.003 0.0026 0.6804 0.6837 0.7982
Modal 18 3.198E-05 0.0013 0.0004 0.6804 0.6851 0.7986
Modal 19 0.0005 0.2975 0.012 0.681 0.9826 0.8106
Modal 20 0.3151 0.0005 0.0004 0.996 0.9831 0.811
Modal 21 5.565E-06 0.0141 0.1854 0.996 0.9972 0.9964
Modal 22 0 0 6.24E-07 0.996 0.9972 0.9964
Modal 23 1.796E-05 9.164E-06 0.0001 0.996 0.9972 0.9966
Modal 24 3.27E-05 1.236E-05 0.0002 0.9961 0.9972 0.9967

Period
Case Mode UX UY UZ RZ
sec
Modal 1 1.076 0.254 0.263 0 0.482
Modal 2 0.877 0.542 0.458 0 0
Modal 3 0.73 0.243 0.279 0 0.478
Modal 4 0.349 0.203 0.314 0 0.482
Modal 5 0.285 0.621 0.372 0 0.007
Modal 6 0.243 0.229 0.328 0 0.443
Modal 7 0.206 0.119 0.43 0 0.45
Modal 8 0.173 0.425 0.464 0 0.111
Modal 9 0.157 0.395 0.334 0 0.271
Modal 10 0.148 0.15 0.152 0 0.698
Modal 11 0.131 0.192 0.326 0 0.481
Modal 12 0.127 0.165 0.557 0 0.278
Modal 13 0.112 0.163 0.4 0 0.437
Modal 14 0.111 0.554 0.204 0 0.242
Modal 15 0.1 0.237 0.515 0 0.248
Modal 16 0.09 0.42 0.427 0 0.153
Modal 17 0.083 0.497 0.127 0 0.376
Modal 18 0.073 0.586 0.04 0 0.373
Modal 19 0.027 0.956 0.002 0 0.042
Modal 20 0.023 0.002 0.998 0 0
Modal 21 0.019 0.045 0 0 0.955
Modal 22 0.017 0.001 0.427 0 0.572
Modal 23 0.017 0.001 0.259 0 0.74
Modal 24 0.016 0.003 0.348 0 0.649

Page 52
 Modal Load Participation Ratios
Static Dynamic
Case Item Type Item
% %
Modal Acceleration UX 100 99.9
Modal Acceleration UY 100 99.84
Modal Acceleration UZ 0 0

8.15 ETABS 2017 Concrete Frame Design

ETABS 2015 Concrete Frame Design

IS 456:2000 Column Section Design

Column Element Details Type: Ductile Frame (Summary)

Level Element Unique Name Section ID Combo ID Station Loc Length (mm) LLRF
Basement Roof C1 77 Column 12 x 20 DCon26 2492 3000 1

Section Properties
b (mm) h (mm) dc (mm) Cover (Torsion) (mm)
304.8 508 58 30

Material Properties
Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
22360.68 20 1 500 500

Design Code Parameters

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 %
141.9108 -0.421 -3.1103 2.8382 3.1103 1239 0.8

Axial Force and Biaxial Moment Factors

Page 53
 K Factor Length Initial Moment Additional Moment Minimum Moment
Unitless mm kN-m kN-m kN-m
Major Bend(M3) 0.793434 2492 -0.0806 0 3.1103
Minor Bend(M2) 0.733288 2492 0.5058 0 2.8382

Shear Design for Vu2 , Vu3

Shear Vu Shear Vc Shear Vs Shear Vp Rebar Asv /s
kN kN kN kN mm²/m
Major, Vu2 50.1931 70.2568 54.8642 50.1931 337.85
Minor, Vu3 50.1931 67.0848 50.1501 50.1931 563.08

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 0 44.3527 256.7162 830.9501 1548.4 0.309
Minor Shear, Vu3 0 44.3527 256.7162 553.9667 1238.7 0.463

(1.1) Beam/Column Capacity Ratio

Major Ratio Minor Ratio
0.526 0.875

Additional Moment Reduction Factor k (IS 39.7.1.1)

Ag Asc Puz Pb Pu k
cm² cm² kN kN kN Unitless
1548.4 12.4 1858.0608 580.7134 141.9108 1

Additional Moment (IS 39.7.1) (Part 1 of 2)

Consider Length Section KL/Depth KL/Depth KL/Depth
Ma Factor Depth (mm) Ratio Limit Exceeded
Major Bending (M3 ) Yes 0.831 508 3.892 12 No
Minor Bending (M2 ) Yes 0.831 304.8 5.995 12 No

Additional Moment (IS 39.7.1) (Part 2 of 2)

Ma
Moment (kN-m)
0
0

Page 54
 ETABS 2015 Concrete Frame Design
IS 456:2000 Beam Section Design

Beam Element Details Type: Ductile Frame (Summary)

Level Element Unique Name Section ID Combo ID Station Loc Length (mm) LLRF
First Roof B6 215 Beam 10 x 20 DCon22 152.4 3200.4 1

Section Properties
b (mm) h (mm) bf (mm) ds (mm) dct (mm) dcb (mm)
254 508 254 0 43 43

Material Properties
Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa)
22360.68 20 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
-98.9682 3.3347 87.5297 0.2466

Design Moments, Mu3 & Mt

Page 55
 Factored Factored Positive Negative
Moment Mt Moment Moment
kN-m kN-m kN-m kN-m
-98.9682 5.8848 0 -104.853

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) -104.853 595 0 595 277
Bottom (-2 Axis) 0 297 0 0 297

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
128.2967 56.8201 114.4251 95.2488 681.9

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
3.3347 87.5297 188 442 330.71

8.16 CHECK MODEL RESULT

Page 56
8.17 CHECK FRAME RESULT:

Page 57
FRAME DETAILS

Page 58
8.18 RESULT:

Page 59
 A Linear elastic three-dimensional Analysis has been carried out. The static analysis
procedure permitted by the code has been used for the seismic analysis. In inter-story drift is
found to be within the limits. As the different stories are identical so this structure is safe for
soft and weak story. It seen that, generally, the amount of longitudinal reinforcement in beams
and column are governed by design internal forces and not by minimum requirements. The
minimum amount of transverse reinforcement as per ductility required always governs in case
of columns. The minimum amount of traverse reinforcement as per ductility requirement
almost always governs except for few cases in beams. The depth of slab is governed by the
deflection requirements rather than by strength requirements. The area of footing is governed
by vertical loads and not by earthquake loads. The depth of footing slab is governed by one way
slab.

CONCLUSION:
Building which are properly planned, designed and constructed has a good capacity to
withstand earthquakes. Past earthquake have shown that well designed buildings have
withstood earthquakes well. Earthquakes resistance design of the building costs money. The
total cost of the building may be increase. The owners of the building should bear this in mind
and be mentally prepared to invest this extra cost.

To make the building earthquake resistance the building is designed following the Indian
standard codes. To the building behave well under the design earthquake; its form is made as
regular configurations. Column design is verified so that moment capacity of the column
remains higher than the adjacent beams. Therefore, the design philosophy adopted is strong
column and weak beams. Shear stirrups is sufficiently provided so that none of the elements are
vulnerable to shear failure and failure mode will be flexural, which is more ductile.

Bearing capacity of the soil was assumed 125KN/M2. Isolated footing, Combined & Mat
with foundation and tie beam are combined which will cater any possible differential
settlement. Column is designed and the detailing is given in drawing. Durable M20 concrete has
been used in the foundation, which is in contact with the soil. M20 grade of concrete and Fe500
grade of steel are used of column, beams and slab ductile. Detailing has been extensively
adopted while detailing. To eliminate the pounding effects between the adjacent buildings
sufficient Joint spaces are provided.

Thus, a seismic resistant building is analyzed and designed as per prevailing seismic code of
India.

Page 60
Recommendation:

During the design, it is assumed that the construction will be supervised by

professional engineer.

The designer will not be responsible if any alternation to the structure system is
made by the client or the contractor without the prior written permission from the
designer, or the alternation to non-structural system is made such that individual
floor or the weight of the whole building is altered by more than 10% of design
weight of each floor and the total weight.

1. It is recommended to strictly follow the section size and reinforcement provided in the
structural drawings.
2. It is strictly recommended to maintain the standard in the grade of cement and
reinforcement steel. It is also recommended to run cube test to ensure the strength and
quality of concrete ratio used.
3. It is also recommended to run re- bending test to ensure the quality of steel used.
4. It is recommended the site engineer should be responsible to handle the problems
that may arise during the construction. She/he shall be responsible for maintaining
the material and process quality during the construction.

Design Basis

The building is designed following the standard codes and norms. The different codes used for
the structural design are:

 IS 456:2000 : Code of practice for plain and reinforced concrete.

 IS 1893:2000 : Code of practice for Earthquake resists design of
structures.
 IS 875:1987 : Code of practice for design loads (other than
 earthquake) for Building and structures.
 SP16:1980 :Design aids for reinforced concrete to IS 456:1978
 IS 13920:1993 : Ductile detailing of reinforced concrete structures
subjected to seismic forces.

Page 61
JOINT REACTION-FOOTING SIZE

Foundation design

Page 62
Model Definition

1. Model geometry
This section provides model geometry information, including items such as joint coordinates, joint
restraints, and element connectivity.

1.1. Connectivity

Table 1: Concrete Slab Design Summary 02 - Span Definition Data

Table 1: Concrete Slab Design Summary 02 - Span Definition Data
Strip SpanID SpanLength StartDist GlobalX1 GlobalY1 GlobalX2 GlobalY2
m m m m m m
CSA1 Span 1 0.78740 0.25400 9.34720 10.76960 8.55980 10.76960
CSA1 Span 2 0.74930 1.04140 8.55980 10.76960 7.81050 10.76960
CSA1 Span 3 0.77470 1.79070 7.81050 10.76960 7.03580 10.76960
CSA1 Span 4 0.76200 2.56540 7.03580 10.76960 6.27380 10.76960
CSA1 Span 5 0.76200 3.32740 6.27380 10.76960 5.51180 10.76960
CSA1 Span 6 0.73660 4.08940 5.51180 10.76960 4.77520 10.76960
CSA1 Span 7 0.71120 4.82600 4.77520 10.76960 4.06400 10.76960
CSA1 Span 8 0.86360 5.53720 4.06400 10.76960 3.20040 10.76960
CSA1 Span 9 0.66040 6.40080 3.20040 10.76960 2.54000 10.76960
CSA1 Span 10 0.93980 7.06120 2.54000 10.76960 1.60020 10.76960
CSA1 Span 11 0.43180 8.00100 1.60020 10.76960 1.16840 10.76960
CSA1 Span 12 1.16840 8.43280 1.16840 10.76960 0.00000 10.76960
CSA1 Span 13 0.27940 9.60120 0.00000 10.76960 -0.27940 10.76960

Page 63
2. Model properties
This section provides model properties, including items such as material properties, section properties,
and support properties.

2.1. Material properties

Table 2: Material Properties 03 - Concrete

Table 2: Material Properties 03 - Concrete
Material E U A UnitWt Fc LtWtConc UserModRu
p
N/mm2 1/C kN/m3 N/mm2
CONCRETE M 22360.67977 0.200000 5.5000E-06 2.5000E+01 20.00000 No No
20
CSAC30 26667.31234 0.200000 9.9000E-06 2.3563E+01 30.00000 No No

Table 3: Material Properties 04 - Rebar

Table 3: Material Properties 04 - Rebar
Material E UnitWt Fy Fu
N/mm2 kN/m3 N/mm2 N/mm2
CSA- 200000 7.6973E+01 400.00000 500.00000
G30.18Gr400
TMT 500 200000 7.6800E+01 500.00000 550.00000

2.2. Section properties

Table 4: Slab Properties 02 - Solid Slabs

Table 5: Slab Properties 02 - Solid Slabs
Slab Type MatProp Thickness Ortho
mm
COLUMN Stiff CONCRETE M 762.000 No
20
PILE CAP Mat CONCRETE M 762.000 No
20
PIPE Stiff CONCRETE M 762.000 No
20

2.3. Support properties

Table 5: Soil Properties

Table 10: Soil Properties
Soil Subgrade NonlinOpt
kN/m3
SOIL1 7.5000E+03 Compression
Only

Page 64
Table 6: Spring Properties - Point
Table 11: Spring Properties - Point
Spring Ux Uy Uz Rx Ry Rz NonlinOpt
kN/mm kN/mm kN/mm kN-mm/rad kN-mm/rad kN-mm/rad
SPRING 0.00000 0.00000 334293 0.00 0.00 0.00 Compression
CONSTANT Only

3. Model assignments
This section provides model assignments, including assignments to slabs, beams, and joints.

3.1. Slab assignments

Table 7: Slab Property Assignments

Table 13: Slab Property
Assignments
Area SlabProp

1 COLUMN
2 COLUMN
3 COLUMN
4 COLUMN
5 COLUMN
6 COLUMN
7 COLUMN
8 COLUMN
9 COLUMN
10 COLUMN
11 COLUMN
12 COLUMN
13 COLUMN
14 COLUMN
15 COLUMN
16 COLUMN
18 PILE CAP
19 PILE CAP
20 PILE CAP
21 PILE CAP
22 PILE CAP
23 PILE CAP
24 PILE CAP
25 PILE CAP
26 PILE CAP
27 PILE CAP
28 PILE CAP
29 PILE CAP
30 PILE CAP
31 PILE CAP
32 PILE CAP
33 PILE CAP
34 PILE CAP
35 PILE CAP
36 PILE CAP

Page 65
Table 13: Slab Property
Assignments
Area SlabProp

37 PILE CAP
38 PILE CAP
39 PILE CAP
40 PILE CAP
41 PILE CAP
42 PILE CAP
43 PILE CAP
44 PILE CAP
45 PILE CAP
46 PILE CAP
47 PILE CAP
48 PILE CAP
49 PILE CAP
50 PILE CAP
51 PILE CAP
52 PILE CAP
53 PILE CAP
54 PILE CAP
55 PILE CAP
56 PILE CAP
57 PILE CAP
58 PILE CAP
59 PILE CAP
60 PILE CAP
61 PILE CAP
62 PILE CAP
63 PILE CAP
64 PILE CAP
65 PILE CAP
66 PILE CAP
67 PILE CAP
68 PILE CAP
69 PILE CAP
70 PILE CAP
71 PILE CAP
72 PILE CAP
73 PILE CAP
74 PILE CAP
75 PILE CAP
76 PILE CAP

Page 66
4. Model loading
This section provides model loading information, including load patterns, load cases, and load
combinations.

4.1. Load patterns

Table 8: Load Patterns

Table 16: Load Patterns
LoadPat Type SelfWtMult

DEAD DEAD 1.000000

COLUMN RXN DEAD 0.000000

Table 9: Load Assignments - Line Objects - Distributed Loads, Part 2 of 2

Table 17: Load Assignments - Line Objects - Distributed Loads, Part
2 of 2
Line LoadPat FOverLA FOverLB
kN/m kN/m
1 DEAD 13.00 13.00
2 DEAD 13.00 13.00
5 DEAD 13.00 13.00
6 DEAD 13.00 13.00
7 DEAD 13.00 13.00
8 DEAD 13.00 13.00
9 DEAD 13.00 13.00
10 DEAD 13.00 13.00
11 DEAD 13.00 13.00
12 DEAD 13.00 13.00
13 DEAD 13.00 13.00
14 DEAD 13.00 13.00

Table 10: Load Assignments - Point Loads, Part 1 of 2

Table 18: Load Assignments - Point Loads, Part 1 of 2
Point LoadPat Fx Fy Fgrav
kN kN kN
5 COLUMN RXN 0.000 0.000 430.000
6 COLUMN RXN 0.000 0.000 373.333
7 COLUMN RXN 0.000 0.000 286.667
8 COLUMN RXN 0.000 0.000 20.000
9 COLUMN RXN 0.000 0.000 791.333
10 COLUMN RXN 0.000 0.000 667.333
11 COLUMN RXN 0.000 0.000 414.000
12 COLUMN RXN 0.000 0.000 473.333
13 COLUMN RXN 0.000 0.000 504.667
14 COLUMN RXN 0.000 0.000 730.667
15 COLUMN RXN 0.000 0.000 859.333
16 COLUMN RXN 0.000 0.000 814.000
17 COLUMN RXN 0.000 0.000 1098.000

Page 67
 Table 18: Load Assignments - Point Loads, Part 1 of 2
Point LoadPat Fx Fy Fgrav
kN kN kN
18 COLUMN RXN 0.000 0.000 1123.333
19 COLUMN RXN 0.000 0.000 869.333
20 COLUMN RXN 0.000 0.000 923.333
21 COLUMN RXN 0.000 0.000 993.333
22 COLUMN RXN 0.000 0.000 923.333

4.2. Load cases

Table 11: Load Cases 02 - Static

Table 19: Load Cases 02 - Static
LoadCase InitialCond AType

DEAD Zero Linear

COLUMN RXN Zero Linear

Table 12: Load Cases 06 - Loads Applied

Table 20: Load Cases 06 - Loads Applied
LoadCase LoadPat SF

DEAD DEAD 1.000000

COLUMN RXN COLUMN RXN 1.000000

4.3. Load combinations

Table 13: Load Combinations

Table 21: Load Combinations
Combo Load SF Type DSStrength DSServInit DSServNorm DSServLong

UDCONI1 DEAD 1.00000 Linear Add Yes Yes No No

0
UDCONI1 COLUMN RXN 1.00000
0
UDCONU1 DEAD 1.50000 Linear Add Yes No No No
0
UDCONU1 COLUMN RXN 1.50000
0

Page 68
Y

Page 69
Page 70
Slab Design

Page 71
Check Settlement

Check Point Springs

Page 72
Check Punching Shears

Punching Values is less than 1.It’s ok

Check Torsion Irregularity

Page 73
 Max
Story Load Case/Combo Item Avg Drift Ratio Remarks
Drift
Diaph D7
Roof EQx 1 X 0.000544 0.000523 1.0 Ok
Diaph D7 Ok
Roof EQy 1 X 0.000544 0.000523 1.0
Diaph D6 Ok
Fourth Roof EQx 1 X 0.000974 0.000874 1.1
Diaph D6 Ok
Fourth Roof EQy 1 X 0.000974 0.000874 1.1
Diaph D5 Ok
Third Roof EQx 1 X 0.001621 0.00134 1.2
Diaph D5 Ok
Third Roof EQy 1 X 0.001621 0.00134 1.2
Diaph D4 Ok
Second Roof EQx 1 X 0.002042 0.001636 1.2
Diaph D4 Ok
Second Roof EQy 1 X 0.002042 0.001636 1.2
Diaph D3 Ok
First Roof EQx 1 X 0.002147 0.001702 1.2
Diaph D3 Ok
First Roof EQy 1 X 0.002147 0.001702 1.2
Diaph D2 Ok
Ground Roof EQx 1 X 0.001528 0.001221 1.2
Diaph D2 Ok
Ground Roof EQy 1 X 0.001528 0.001221 1.2
Basement Diaph D1 Ok
Roof EQx 1 X 0.000023 0.000021 1.1
Basement Diaph D1 Ok
Roof EQy 1 X 0.000023 0.000021 1.1

Page 74