Gujarat Technological
University
Team ID :12877
Project Team Member
Enrollment
Number
StudentName CollegeName BranchName
110770106507 Ajay R. Jatav Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106508 Tosif I. Shaikh Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106509 Jitendra P. Prajapati Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106518 Dharmendra P. Prajapati Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
1
STUDENT PARTICULARS DATE:
TEAM ID :12877
SR
NO
ENROLLMENT
NO
NAME MOBILENO-EMAILID DISCIPLINE/
S
NAMEOFCOLLEGE
1 110770106507 Ajay R. Jatav 8905197015
Ajay36667@gmail.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
2 110770106508 Tosif I. Shaikh 9033491780
Toshifshaikh759@gmai
l.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
3 110770106509 Jitendra P. Prajapati 9978280187
Jitendra.pr11@yahoo.i
n
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
4 110770106518 Dharmendra P.
Prajapati
9662620801
Shivaam8@gmail.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
2
PROJECT DETAILS
PROJECT TITLE Current construction scenario as per IS code 1893 (part
1) and IS code 13920
DISCIPLINARY | INTER – DISCIPLINARY Disciplinary
INDUSTRY DETAILS
INDUSTY NAME : Arjun Grace
Sankalp Vatika
Aryan Euphoriya
Om Residency
Madhav Residency
REPRESENTATIVE NAME : Ramesh Sir (Chief Eng.)
Manubhai (Chief Eng.)
Karn vyas (C. E.)
Parth raj (D.C.E.)
REPRESENTATIVE CONTACT NO : 9429439031
REPRESENTATIVE EMAIL : -
INTERANL GUIDE DETAILS
NAME : Prof. Aashish H. Soni
CONTACT NO : 9408478886
EMAIL : Aashishsoni.cl@socet.edu.in
3
INDUSTRY DIFINED PROBLEM STATEMENT
PROBLEM SUMMARY
For Safety of human lives Check whether Engineers follows IS code or not. To find out improved
methods in current construction with respect to earthquake resistance.To find out economical
and improved methods for better construction.
DETAILED DESCRIPTION OF PROBLEM
We have lost so many lives in earthquakes. Methods of construction against earthquakes are
updated time to time, since we are facing loss of lives and money. It is impossible to construct
100% safe structure against earthquakes. But we can improve efficiency of structures during
earthquakes. Construction industry is one of the oldest industry on the planet. Hence so many
people are affects by construction techniques. Now a day we have achieved so much but it is
not sufficient. In starting human were living in a cave, but now a days we have improved our
methods and able to construct high rise buildings. In India which is developing country
economy is very important factor which cannotignored, so we decided to work on this topic to
find such a efficient and economical methods of construction.
EXPECTED OUTCOME
We want to find some improved methods of construction which are safe for peoples and
environment and economical also.
Note: - The format of documentation may be slightly modified as per the need of specific
branch.We, Students here by declare that the above mentioned details are correct/true to
the best of our knowledge. If anything is proved to be wrong our team may be cancelled. If
admitted, we shall abide by the university rules and regulations.
4
Project Report
Current construction scenario as per IS code 1893
(part 1) and IS code 13920
Submitted by
Ajay R. Jatav 11CL507
Tosif I. Shaikh 11CL508
Jitendra P. Prajapati 11CL509
Dharmendra P. Prajapati 11CL518
In partial fulfillment for the award of the degree
Of
BACHELOR OF ENGINEERING
IN
CIVIL ENGINEERING
Silver Oak College Of Engineering & Technology
Gujarat Technological University
Ahmedabad
April, 2015
5
Silver Oak College Of Engineering & Technology
Opp. Bhagvat vidhyapith, Nr. Gota Cross Road, Ahmedabad-382481
DECLARATION
We hereby declare that the PSAR Rports, submitted along with the Project Rport for theProject
entitled “Current construction scenario as per IS code 1893 (part 1) and IS code 13920”
submitted in partial fulfillment for the degree of Bachelor of Engineering in Civil Engineering to
Gujarat Technological University, Ahmedabad, is a bonafide record of the project work carried
out at SILVER OAK COLLEGE OF ENGINEERING & TECHNOLOGY under the supervision of Prof.
Aashish S. Soni and that no part of any of the PSAR reports has been directly copied from any
students’ reports or taken from any other source, without providing due reference.
Name of the Students Sign of Students
Ajay R. Jatav
Tosif I. Shaikh
Jitendra P. Prajapati
Dharmendra P. Prajapati
6
Silver Oak College Of Engineering & Technology
Opp. Bhagvatvidhyapith, Nr. Gota Cross Road, Ahmedabad-382481
CERTIFICATE
This is to certify that the PSAR reports, submitted along with the project entitled “Current
construction scenario as per IS code 1893 (part 2) and IS code 13920” has been carried out
byAjay R. Jatav (11CL507), Tosif I. Shaikh (11CL508), Jitendra P. Prajapati (11CL509),
Dharmendra P. Prajapati (11CL518) under my guidance in partial fulfillment for the degree of:
Bachelor of Engineering in Civil Engineering – 8th semester of Gujarat Technological University,
Ahmedabad during the academic year 2014-15. These students have successfully completed
PSAR activity under my guidance.
Prof. Aashish H. Soni Prof. Anant patel
Internal Guide Head Of department
7
ACKNOWLEDGEMENT
We would like to express our profound sense of deepest gratitude to our guide and motivator
Prof. Aashish H. Soni, professor, Civil Engineering Department, Silver Oak College of Engineering
& technology (SOCET), Ahmedabad for hisValuable guidance, sympathy and co-operation for
providing necessary facilities and sources during the entire period of this project.
We wish to convey our sincere gratitude to all the faculties of Civil Engineering Department
who have enlightened us during our studies. The facilities and co-operation received from the
technical staff of Civil Engineering Department is thankfully acknowledged.
We express our thanks to all those who helped us in one way or other.
Last, but not least, we would like to thank the authors of various research articles and books
that were referred to.
B.E. 8thSemester Students
Ajay R. Jatav
Tosif I. Shaikh
Jitendra P. Prajapati
Dharmendra P. Prajapati
8
CONTENTS
ACKNOWLEDGEMENTS... 7
ABSTRACT… 9
Phase – I
Details of Selected Site 10
Phase – II
Aryan Euphoriya 12
Om Residency 13
Madhav Residency 14
IS code 1893 (part 1)
Scope 15
Terminology For Earthquake Engineering Of Buildings 16
General Principles And Design Criteria 13
Percentage of Imposed Load to be Considered in
Seismic Weight Calculation 18
Regular and Irregular Configuration 19
IS code13920
Scope 22
Terminology for Earthquake Building 23
General Specification 24
Flexural Members 24
Columns And Frame Members Subjected To Bending
And Axial Load 26
Improvements over IS code 13920 30
Steps followes by Engineers 32
Conclusion 33
Future Scope 35
Reference’s 36
9
ABSTRACT
Shelter is one of the three primary needs. Because of earthquake so many people have lost
their lives all around the world. A safe residence is the need of everyone. A single mistake in
construction can cause lost of thousands of lives. There is need to do something in the field of
earthquake resistance buildings. After the earthquakes 2001 in Gujarat there are changes made
in IS codes. There is need to follow the safety measures strictly against earthquake. For this
purpose there is need to check the different buildings construction factor to know whether it is
follows IS codes of seismic resistance strictly or not, If not follows than there is need to improve
safety against earthquake by knowing reason for that.
10
Phase - 1
Details of Selected Site
We have selected two sites namely
1. Arjun Grace PVT. LTD.
Near swaminarayan mandir, Rannapark,
Ghatalodia, Ahmendabad.
Chief Eng. Ramesh Patel help us in understanding building
dimensions properly.
11
2. Sankalp Vatika
Near manjipura chokdi,
Nadiad, Kheda.
Eng. Jignesh panseriya helped us in understanding building
dimensions properly.
12
Phase - II
Details of Selected Site
We have selected three sites
1. Aryan Euphoria.
Ghatlodia, Ahmedabad.
We meet the engineers and tried to know the methods which they are
using for the earthquake resistance.
We observed the whole process of construction from bottom to the
top.
We studied the designs of foundations, columns, beams, slabs etc. and
compare the data with the codes.
We measured the elements personally.
13
2. OM RESIDENCY
1 & 2 BHK homes & shops
www.omgroupofcompanies.org
Chief eng.Manubhai
Chandlodiya, Ahmedabad.
14
3. MADHAV RESIDENCY
2 BHK apartments & shops
Site: Nr. Silver Star mall, Chandlodiya village
Chandlodiya, Ahmedabad.
Parth raj
Diploma.C.E
15
SCOPE
This IS code 1893 first published in 1966 . Today it revised 5th time in 2002. When it
published in 2002IS code first split in 5 part.
Namely …
1. General provisions and buildings
2. Liquid retaining tanks – Elevated and ground supported
3. Bridges and retaining walls
4. Industrial structures including stack like structure
5. Dams and embankment’s
We are going to deal with 1893 (part 1) which is for “GENERAL PROVISIONS AND
BUILDINGS”.
1.1 This standard (Part1 ) deals with assessment of seismic loads on various structures and
earthquake resistant design of buildings. Its basic provisions are applicable to buildings;
elevated structures;industrial and stack like structures; bridges; concrete masonry and earth
dams; embankments and retaining walls and other structures.
1.2 Temporary elements such as scaffolding, temporary
excavations need not be designed for earthquake forces.
16
Terminology for Earthquake
3.15 Intensity of Earthquake
The intensity of an earthquake at a place is a measure of the strength of shaking.
Arjun Grace comes under zone III (Ahmedabad).
Sankal pvatika zone III.
Aryan Euphoria and OM Residency and Madhav Residency come under zone III (Ahmedabad).
3.18 Magnitude of Earthquake
Ahmedabad already faced earthquake of intensity above 6 magnitude.
3.33 Zone Factor (Z)
Argun Grace, Sankalp Vatika and Aryan Euphoria and OM Residency and Madhav Residency=
zone factor is 0.16
General Principles And DesignCriteria
4.16 Number of Storeys( n )
Number of storeys of a building is the number of levelsabove the base. This excludes the
basement storeys,where basement walls are connected with the groundfloor deck or fitted
between the building columns. But, it includes the basement storeys, when they are notso
connected.
Arjun Grace is 9 storey building having basement and parking
Sankalp vatika 3 storey building having load bearing structure
Aryan Euphoria is 12 storey building having basement and parking
OM Residency is 7 storey building having basement and parking
Madhav Residency is 7 storey building having basement and parking
4.19 Shear Wall
It is a wall designed to resist lateral forces acting in its own plane.
Arjun Grace have well designed shear wall
No need to shear wall because of load bearing structure at sankalp vatika
Aryan Euphoria and OM Residency and Madhav Residency have well designed shear wall
17
Percentage of Imposed Load to be considered in
Seismic Weight Calculation
Arjun Grace is medium soil site, and depth below ground is 10m.
Sankalp vatika is medium soil site, and depth below ground is 3m.
Aryan Euphoria is medium soil site, and depth below ground is 10m
OM Residency have moorum (yellow) soil and depth below ground is 3.50 m (11’6” ft)
Madhav Residency have moorum soil and depth blow ground is 3.50 m
18
Our sites permissible for 25% in Allowable Bearing Pressure
19
+
Arjun grace structure have importance factor of above 1.0
Sankalp vatika structure Have importance factor Of 1.0
Aryan Euphoria and OM Residency and
Madhav Residency structure have importance factor of above 1.0
Regular and Irregular Configuration
7.1 Regular and Irregular Configuration To perform well in an earthquake, a building should
possess four main attributes, namely…
simple and regular configuration,
adequate lateral strength,
Stiffness,
ductility.
Arjun Grace , Sankalp vatika, Aryan Euphoria, OM Residency and Madhav Residency fulfilled
above requirement.
20
Arjun Grace, Sankalp vatika,Aryan Euphoria, Om Residency and Madhav Residencyhas no such
type of irregularity or discontinuity
Karnvyas
C.E.
21
.
In Arjun grace percentage of imposed load is 1.5 kn/m
2
.
In Sankalp vatika percentage of
Imposed load is 0.75 kn/m
2
In Aryan Euphoria percentage of
imposed load is 2 kN/m
2
.
Om Residency have imposed load 1.5kn/m2
Madhav Residency have imposed
load1.5kn/m2
22
IS code 13920 - 1993
Scope
This Standard Deals with “DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURE
SUBJECTED TO SEISMIC FORCE”.
Provisions of thIS code shall be adopted in all reinforced concrete structures which are located
in seismic zones III , IV , Or V.
The indian standard listed below are necessary adjunct to this standard
IS No. Title
456 : 1978 Code of practice for plain and
reinforced concrete ( third revision )
1786 : 1985 Specification for high strength deformed steel bars and
wires forconcrete reinforcement ( 3rd revision )
1893 : 1984 Criteria for earthquake design of structures (fourth
revision )
1.1 –
This standard covers the requirements for designing and detailing of monolithic reinforced
concrete buildings so as to give them adequate toughness and ductility to resist severe
earthquake shocks without collapse
23
Terminology for Earthquake Building
3.5 – Hoop
Is a closed stirrup having a 1350hoop with a 10-diameter extension (but not < 75mm) at each
end that is embedded in the confined core of the section. It may also be made of two pieces of
reinforcement; a U-stirrup with a 1350hook and a 10-diameter extension (but not < 75mm) at
each end, embedded in the confined core and a crosstie.
Arjungrace hoop = 1350 , length = 75mm
Sankalp vatika same as above
Aryan Euphoria and Om Residency and Madhav Residency hoop = 1350 , length = 75mm
24
General Specification
5.2 For all buildings which are more than 3
storeys in height, the minimum grade of concrete shall preferably be M20 ( fCk = 20
MPa)
Arjun Grace used M25 grade of concrete
Sankalp vatika used M25 grade of concrete
Aryan Euphoria and Om Residency and Madhav Residency used M25 grade of concrete
5.3 Steel reinforcements of grade Fe 415 ( see IS 1786 : 1985 ) or less only shall be
used.
Arjun Grace used steel of Fe 500
Sankalp vatika used steel of fe 415
Aryan Euphoria used steel of TMX Fe 500
Om Residency and Madhav Residency used steel of TMT Fe 500
Flexural Members
6.1.2 The member shall preferably have a width-to-depth ratio of more than 0.3.
Arjun Grace width-to-depth ratio is 2 for beam and 4 for column
Sankalp vatika width-to-depth ratio is 1 for beam and 3 for column
Aryan Euphoria width-to-depth ratio is 2.6 for beam 4.5 for column
Om Residency width-to-depth ratio is 2.5 for beam 4 for column
Madhav Residency width-to depth ratio is 2.5 for beam, 3.5 for column
6.1.3 The width of the member shall not be less than 200 mm.
inArjun Grace beam – 300*400mm
Column – 300*450mm
in Aryan Euphoria beam – 230*600mm
Column – 1050*230mm
In Om Residency beam – 300*400mm
Column – 500*250mm
In Madhav Residency beam –300*400mm
Column – 300*450mm
25
6.1.4 The depth D of the member shall preferably be not more than l/4 of the clear
span.
In Arjun grace clear span 1.5m
In Aryan Euphoria and Om Residency and Madhav Residency clear span 1.5m
6.2.1 a) The top as well as bottom reinforcement shall consist of at least two bars
throughout the member length.
In Arjun grace and Sankalp vatika this requirement of min. 2 bars is Fullfilled.
In Aryan Euphoria and Om Residency and Madhav Residency this requirement of min. 2 bars is
Fullfilled.
b) The tension steel ratio on any face, at any section, shall not be less than Pmin = 0.24
√fck/fy where fck and fy are in MPa.
In Arjun Grace and Sankalpvatika(0.0030)
fck=25 N/mm
2
fy=500 N/mm
2
Pmin = 0.24 √25/500 = 0.0026
In Aryan Euphoria and Om Residency and Madhav Residency
fck=25 N/mm
2
fy=500 N/mm
2
Pmin = 0.24 √25/500 = 0.0026
6.2.2 The maximum steel ratio on any face at any
section, shall not exceed pmax = 0.025
In Arjun Grace, Sankalp vatikaand
Aryan Euphoria and Om Residency and
Madhav Residency according 6.2.1. b steel ratio is ok.
26
Columns And Frame Members Subjected To Bending
And Axial Load
7.1.2 The minimum dimension of the member shall not be less than 200 mm. However,
in frames which have beams with centre to centre span exceeding 5 m or columns of
unsupported length exceeding 4 m, the shortest dimension of the column shall not be
less than 300 mm.7.1.3 The ratio of the shortest cross sectionaldimension to the
perpendicular dimension shall preferably not be less than 0.4.
Arjun Grace and Sankalp vatika and Aryan Euphoria and Om Residency and Madhav Residency
according 6.1.3 and 6.1.4 ok.
7.2.1 Lap splices shall be provided only in the central half of the member length. It
should be proportioned as a tension splice. Hoops shall be provided over the entire splice
length at spacing not exceeding 150 mm centre to centre. Not more than 50 percent of
the bars shall be spliced at one section.
In Arjun Grace 100mm c/c distance provided
In Sankalp vatika 150mm c/c distance provided
In Aryan Euphoria 100mm c/c distance provided
In Om Residency 100mm c/c distance provided
In Madhav Residency 100mm c/c distance provided
7.2.2 Any area of a column that extends more than 100 mm beyond the confined core
due to architectural requirements, shall be detailed in the following manner. In case the
contribution of this area to strength has been considered, then it will have the minimum
longitudinal and transverse reinforcement as per this code.
In Arjun grace minimum reinforcement for 150mm projection
In Sankalp vatika no need for extends column more than 100mm
In Aryan Euphoria and Om Residency and Madhav Residency minimum reinforcement
for150mmprojection
27
7.3.3 The spacing of hoops shall not exceed half the least lateral dimension of the
column, except where special confining reinforcement is provided, as per 7.4.
In Arjun Grace spacing is 100mm
IN Sankalp vatika spacing is 90mm
In Aryan Euphoria spacing is 100mm
In Om Residency spacing is 100mm
In Arjun Grace bc=350mm , d = 8mm
In Sankalp vatika bc= 300mm, d= 8mm
In Aryan Euphoria bc=350mm , d = 8mm
In Om Residency bc= 350mm, d=8mm
In Madhav Residency bc= 350mm, d=8mm
28
7.4.1 Special confining reinforcement shall be provided over a length I, from each joint
face, towards midspan, and on either side of any section, where flexural yielding may
occur under the effect of earthquake forces ( see Fig. 9. ). The length (lo* shall not be
less than ( a ) larger lateral dimension of the member at the section where yielding
occurs, ( b ) l/6 of clear span of the member, and ( c ) 450 mm.
7.4.2 When a column terminates into a footing or mat, special confining reinforcement
shall extend at least 300 mm into the footing or mat.
Arjun Grace provide special confining reinforcement 400mm
Sankalp vatika provide special confining reinforcement 350mm
Aryan Euphoria and Om Residency and Madhav Residency provide special confining
reinforcement 400mm
7.4.3 When the calculated point of contra-flexure, under the effect of gravity and
earthquake loads, is not within the middle half of the member clear height, special
confining reinforcement shall be provided over the full height of the column.
Arjun Grace, Sankalp vatika, Aryan Euphoria, Om Residency and Madhav Residency fulfill above
requirement of reinforcement lo*=500mm. l0*=400mm
29
Laping length
Generally on sites laping length is provided as
50 * d
Where d = diameter of bar
30
Improvement over IS code 13920
If we provide 10 mm dia. Of bars in construction then laping length will
50 * 10 = 500 mm.
500 mm lapping length is not sufficient for 20 mm dia. Bars
For 20 mm dia bars lapping length will be
50 * 20 = 1000 mm
Cost of 1 m 20 mm bar
Volume of bar = πr2 h
Where r = radius of bar
H = height of bar.
Calculation
V = 3.14 * .01*.01 * 1.0
= 0.000314 m3
Weight of bar
Weight of 1 m3 bar = 7870
For .000314 m3 bar weight will be 2.361 kg.
Assume, cost of 1 kg bar = 40 rs
For 2.361 it will 94.44 rs
2nd method
20 mm dia. Bar requires 9 inches of welding .to gain the strength after welding length of bar
will be 350 mm.
Weight of 350 mm bar
= 0.82 kg
Cost of 0.82 kg bar will be 33 rs
And cost of 9 inches welding = 18 rs
Then total cost of laping by 2nd method
33 + 18 = 51 rs
Then diff. bet. 1st and 2nd method we can see
48.33 rs
31
Steps Followedby Engineers
1. S.B.C. – 19 T/M^2 AS PER SOIL INVESTIGATION REPORT.
2. FOUNDATION IS DESIGN FOR PARKING + SEVEN FLOOR ONLY.
3. MIXES FOR ALL R.C.C. WORK SHALL BE M20. (1:1.5:3) UNLESS SPECIFIED
OTHERWISE.
4. ALL R.C.C. SHALL BE MACHINE MIXED & MACHINE VIBRATED.
5. MINIMUM CEMENT CONTENT SHOULD BE 350 KG./Cu.Mt. OF CONCRETE.
6. CLEAR COVER FOR ALL R.C. WORKS TO BE AS FOLLOWS.
# FOOTING & RAFT 50 MM.
# COLUMN BELOW GROUND 40 MM.
# COLUMN ABOVE GROUND 30 MM. TO RINGS.
# BEAMS BOTTOM 40 MM.
# BEAMS TOP & SIDES 30 MM.
# SLABS & CHHAJJA 15 MM.
# PEDESTAL 40 MM.
# R.C. WALLS 25 MM.
7. ALL LAPS IN BEAM & SLAB SHOULD BE 60 TIMES DIA FOR BAR & LAPS IN
COLUMNS TO BE 50 TIMES DIA FOR BAR EXCLUDING HOOK.
8. PERIOD FOR REMOVAL OF CENTERING FROM THE DATE OF CONCRETINGS SLAB
BOTTOM MIN. 10 DAYS, BEAM BOTTOM 21 DAYS, BEAM SIDES 2 DAYS, COLUMN
SIDES 2 DAYS.
9. R.C. CONCRETE SHOULD BE CURED FOR A MINIMUM PERIOD OF 10 DAYS.
10. ALL MATERIAL SUCH AS STEEL, CEMENT, SAND & METAL SHALL CONFIRM TO I.S.
SPECIFICATION & ALL WORKS SHALL BE DONE IN A WORKMAN LIKE MANNER.
11. PROPER CHAIRS & GHODAS TO BE PROVIDED FOR TOP BAR OF CANTILEVERED,
CHHAJJAS & BENT UP BARS IN SLABS TO KEEP THEM IN POSITION.
12. WHENEVER SEPARATE SPECIFICATIONS & SPECIAL BAR BENDING DETAILS ARE
SUPPLIED THE SAME SHALL SUPERCEDE THE ABOVE DETAILS & NOTES.
13. ALL STIRRUPS SHALL BE HOOK BENT AT 1350 TO 30 LONG.
14. THE CEMENT SHOULD BE CONFIRMED TO GRADE 43/53 ONLY.
15. ALL REINFORCEMENT SHOULD HYSD. (T) BAR CONFIRMING TO I.S. 1786, EXCEPT
6 MM. (ø)BAR CONFIRMING TO I.S. 432.
16. GB/PB (GROUND/PLINTH BEAM) SHOULD BE 150 MM. BELOW FINISH FLOOR
LEVEL.
17. ALL DIMENSION ARE IN MM UNLESS SPECIFIED OTHERWISE.
18. THE BUILDING DRAWING SHOULD READ IN CONJUCTION WITH ARCHITECTURAL
DRAWING.
19. VERIFY C/C MEASUREMENT WITH ARCHITECTURAL DRAWING.
32
Conclusion
Given in IScode Varying by observation
3.2 crosstie Is a
continuous bar having
a 1350 hook with a
10-diameter extension
( but not <75 mm) at
each end. The hooks
shall engage
peripheral longitudinal
bars.
Is a continuous bar having a 1350 hook with a 6-diameter extension (but
not <65 mm) at one end and a hook not less than 900 with a 6 diameter
extension (but not < 65 mm) at the other end. The hooks shall engage
peripheral longitudinal bars In general, the 900 hooks of two successive
crossties engaging the same longitudinal bars shall be alternated end
for end.
5.2 For all buildings
which are more than
3 storeys in height,
the minimum grade of
concrete shall
preferably be M20 (
fCk =20 MPa ).
for all buildings which are either more than 4 storeys or more than 15m
in height in Zones IV and V, minimum grade of concrete shall be M25.
5.3 Steel
reinforcements of
grade Fe415 ( see IS
1786 : 1985 ) or less
only shall be use.
high strength deformed steel bars, produced by the thermo-mechanical
treatment process, of grades Fe500 and Fe550, having elongation more
than 14.5 percent and conforming to other requirements of IS 1786:
1985 may also be used for the reinforcement.
6.1.3 The width of
the member shall not
be less than 200mm.
Width of beam shall not be more than the width of the column plus
distances on each side of the column not exceeding half of the depth of
the beam. Also, the width of beam shall not be more than two times
the width of column (bc), in the considered direction, under any
circumstances.
33
7.1.2 The minimum
dimension of the
member shall not be
less than 200 mm.
However, in
frames which have
beams with c/c span
exceeding 5m or
columns of
unsupported
length exceeding 4 m,
the shortest
dimension of
the column shall not
be less than 300mm.
The minimum dimension of the member shall not be less than (a) 15
times the largest beam bar diameter of the longitudinal reinforcement
in the beam passing through or anchoring into the column joint, and (b)
300 mm.
At least one intermediate bar shall be provided between corner bars
along each column face.
This implies that rectangular columns in lateral load resisting frames
shall have a minimum of eight bars. Intermediate bars are required to
ensure the integrity of beam-column joint and to increase confinement
to the column core.
There should be clause of providing welding along with lap length due
to saving in cost according IS 800:2007.
We have examined by different site visiting and comparing data of physical dimension with the
related IS codes and hence We reach at the decision that these 5 sites are constructed as perIS
code requirement.
db= Largest diameter of beam bars
34
Future scope of the project
Our project titled "current construction scenario as per IS code 1893(part 2) & IS code 13920
will be helpful for the improvement of construction method with some more analysis done on
it.
This project can be work as a foundation of some earthquake resistance related projects.
The data and information can be useful for authorities which are related to construction works.
The project will be helpful for the students who wants to work on earthquake resistancy of
structures in future.
35
Reference
IS code 1893 – (Part 1) 2002 , Criteria for earthquake resistant design of structures
(General provisions and Buildings – Fifth Revision)
IS code 13920 – 1993, Ductile detailing of Reinforced concrete structures subjected to
seismic forces.
Book of earthquake engineering by R.P. Rethaliya
“Dynamics of structures: Applications to Earthquake Engineering by Anil K. Chopra
IS code 456:2000 Plain and Reinforced concrete code of practice (Forth Revision)
IS code 800:2007 General Construction in Steel (Third Revision)
Advanced Concrete Technology by Santhakumarar
Concrete Technology by M. S. Shetty
Proposed Draft Provisions and Commentary on Indian Seismic Code IS 1893 (part 1)
Proposed Draft Provisions and Commentary on Ductile Detailing of RC structure
subjected to Seismic Forces By
Dr. Sudhir K Jain
Dr. C V R Murty
Department of Civil Engineering , IIT Kanpur.
University
Team ID :12877
Project Team Member
Enrollment
Number
StudentName CollegeName BranchName
110770106507 Ajay R. Jatav Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106508 Tosif I. Shaikh Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106509 Jitendra P. Prajapati Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
110770106518 Dharmendra P. Prajapati Silver Oak College Of
Engineering &Technology,
Ahmedabad
Civil Engineering
1
STUDENT PARTICULARS DATE:
TEAM ID :12877
SR
NO
ENROLLMENT
NO
NAME MOBILENO-EMAILID DISCIPLINE/
S
NAMEOFCOLLEGE
1 110770106507 Ajay R. Jatav 8905197015
Ajay36667@gmail.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
2 110770106508 Tosif I. Shaikh 9033491780
Toshifshaikh759@gmai
l.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
3 110770106509 Jitendra P. Prajapati 9978280187
Jitendra.pr11@yahoo.i
n
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
4 110770106518 Dharmendra P.
Prajapati
9662620801
Shivaam8@gmail.com
Civil
Engineering
Silver Oak College Of
Engineering &
Technology,
Ahmedabad
2
PROJECT DETAILS
PROJECT TITLE Current construction scenario as per IS code 1893 (part
1) and IS code 13920
DISCIPLINARY | INTER – DISCIPLINARY Disciplinary
INDUSTRY DETAILS
INDUSTY NAME : Arjun Grace
Sankalp Vatika
Aryan Euphoriya
Om Residency
Madhav Residency
REPRESENTATIVE NAME : Ramesh Sir (Chief Eng.)
Manubhai (Chief Eng.)
Karn vyas (C. E.)
Parth raj (D.C.E.)
REPRESENTATIVE CONTACT NO : 9429439031
REPRESENTATIVE EMAIL : -
INTERANL GUIDE DETAILS
NAME : Prof. Aashish H. Soni
CONTACT NO : 9408478886
EMAIL : Aashishsoni.cl@socet.edu.in
3
INDUSTRY DIFINED PROBLEM STATEMENT
PROBLEM SUMMARY
For Safety of human lives Check whether Engineers follows IS code or not. To find out improved
methods in current construction with respect to earthquake resistance.To find out economical
and improved methods for better construction.
DETAILED DESCRIPTION OF PROBLEM
We have lost so many lives in earthquakes. Methods of construction against earthquakes are
updated time to time, since we are facing loss of lives and money. It is impossible to construct
100% safe structure against earthquakes. But we can improve efficiency of structures during
earthquakes. Construction industry is one of the oldest industry on the planet. Hence so many
people are affects by construction techniques. Now a day we have achieved so much but it is
not sufficient. In starting human were living in a cave, but now a days we have improved our
methods and able to construct high rise buildings. In India which is developing country
economy is very important factor which cannotignored, so we decided to work on this topic to
find such a efficient and economical methods of construction.
EXPECTED OUTCOME
We want to find some improved methods of construction which are safe for peoples and
environment and economical also.
Note: - The format of documentation may be slightly modified as per the need of specific
branch.We, Students here by declare that the above mentioned details are correct/true to
the best of our knowledge. If anything is proved to be wrong our team may be cancelled. If
admitted, we shall abide by the university rules and regulations.
4
Project Report
Current construction scenario as per IS code 1893
(part 1) and IS code 13920
Submitted by
Ajay R. Jatav 11CL507
Tosif I. Shaikh 11CL508
Jitendra P. Prajapati 11CL509
Dharmendra P. Prajapati 11CL518
In partial fulfillment for the award of the degree
Of
BACHELOR OF ENGINEERING
IN
CIVIL ENGINEERING
Silver Oak College Of Engineering & Technology
Gujarat Technological University
Ahmedabad
April, 2015
5
Silver Oak College Of Engineering & Technology
Opp. Bhagvat vidhyapith, Nr. Gota Cross Road, Ahmedabad-382481
DECLARATION
We hereby declare that the PSAR Rports, submitted along with the Project Rport for theProject
entitled “Current construction scenario as per IS code 1893 (part 1) and IS code 13920”
submitted in partial fulfillment for the degree of Bachelor of Engineering in Civil Engineering to
Gujarat Technological University, Ahmedabad, is a bonafide record of the project work carried
out at SILVER OAK COLLEGE OF ENGINEERING & TECHNOLOGY under the supervision of Prof.
Aashish S. Soni and that no part of any of the PSAR reports has been directly copied from any
students’ reports or taken from any other source, without providing due reference.
Name of the Students Sign of Students
Ajay R. Jatav
Tosif I. Shaikh
Jitendra P. Prajapati
Dharmendra P. Prajapati
6
Silver Oak College Of Engineering & Technology
Opp. Bhagvatvidhyapith, Nr. Gota Cross Road, Ahmedabad-382481
CERTIFICATE
This is to certify that the PSAR reports, submitted along with the project entitled “Current
construction scenario as per IS code 1893 (part 2) and IS code 13920” has been carried out
byAjay R. Jatav (11CL507), Tosif I. Shaikh (11CL508), Jitendra P. Prajapati (11CL509),
Dharmendra P. Prajapati (11CL518) under my guidance in partial fulfillment for the degree of:
Bachelor of Engineering in Civil Engineering – 8th semester of Gujarat Technological University,
Ahmedabad during the academic year 2014-15. These students have successfully completed
PSAR activity under my guidance.
Prof. Aashish H. Soni Prof. Anant patel
Internal Guide Head Of department
7
ACKNOWLEDGEMENT
We would like to express our profound sense of deepest gratitude to our guide and motivator
Prof. Aashish H. Soni, professor, Civil Engineering Department, Silver Oak College of Engineering
& technology (SOCET), Ahmedabad for hisValuable guidance, sympathy and co-operation for
providing necessary facilities and sources during the entire period of this project.
We wish to convey our sincere gratitude to all the faculties of Civil Engineering Department
who have enlightened us during our studies. The facilities and co-operation received from the
technical staff of Civil Engineering Department is thankfully acknowledged.
We express our thanks to all those who helped us in one way or other.
Last, but not least, we would like to thank the authors of various research articles and books
that were referred to.
B.E. 8thSemester Students
Ajay R. Jatav
Tosif I. Shaikh
Jitendra P. Prajapati
Dharmendra P. Prajapati
8
CONTENTS
ACKNOWLEDGEMENTS... 7
ABSTRACT… 9
Phase – I
Details of Selected Site 10
Phase – II
Aryan Euphoriya 12
Om Residency 13
Madhav Residency 14
IS code 1893 (part 1)
Scope 15
Terminology For Earthquake Engineering Of Buildings 16
General Principles And Design Criteria 13
Percentage of Imposed Load to be Considered in
Seismic Weight Calculation 18
Regular and Irregular Configuration 19
IS code13920
Scope 22
Terminology for Earthquake Building 23
General Specification 24
Flexural Members 24
Columns And Frame Members Subjected To Bending
And Axial Load 26
Improvements over IS code 13920 30
Steps followes by Engineers 32
Conclusion 33
Future Scope 35
Reference’s 36
9
ABSTRACT
Shelter is one of the three primary needs. Because of earthquake so many people have lost
their lives all around the world. A safe residence is the need of everyone. A single mistake in
construction can cause lost of thousands of lives. There is need to do something in the field of
earthquake resistance buildings. After the earthquakes 2001 in Gujarat there are changes made
in IS codes. There is need to follow the safety measures strictly against earthquake. For this
purpose there is need to check the different buildings construction factor to know whether it is
follows IS codes of seismic resistance strictly or not, If not follows than there is need to improve
safety against earthquake by knowing reason for that.
10
Phase - 1
Details of Selected Site
We have selected two sites namely
1. Arjun Grace PVT. LTD.
Near swaminarayan mandir, Rannapark,
Ghatalodia, Ahmendabad.
Chief Eng. Ramesh Patel help us in understanding building
dimensions properly.
11
2. Sankalp Vatika
Near manjipura chokdi,
Nadiad, Kheda.
Eng. Jignesh panseriya helped us in understanding building
dimensions properly.
12
Phase - II
Details of Selected Site
We have selected three sites
1. Aryan Euphoria.
Ghatlodia, Ahmedabad.
We meet the engineers and tried to know the methods which they are
using for the earthquake resistance.
We observed the whole process of construction from bottom to the
top.
We studied the designs of foundations, columns, beams, slabs etc. and
compare the data with the codes.
We measured the elements personally.
13
2. OM RESIDENCY
1 & 2 BHK homes & shops
www.omgroupofcompanies.org
Chief eng.Manubhai
Chandlodiya, Ahmedabad.
14
3. MADHAV RESIDENCY
2 BHK apartments & shops
Site: Nr. Silver Star mall, Chandlodiya village
Chandlodiya, Ahmedabad.
Parth raj
Diploma.C.E
15
SCOPE
This IS code 1893 first published in 1966 . Today it revised 5th time in 2002. When it
published in 2002IS code first split in 5 part.
Namely …
1. General provisions and buildings
2. Liquid retaining tanks – Elevated and ground supported
3. Bridges and retaining walls
4. Industrial structures including stack like structure
5. Dams and embankment’s
We are going to deal with 1893 (part 1) which is for “GENERAL PROVISIONS AND
BUILDINGS”.
1.1 This standard (Part1 ) deals with assessment of seismic loads on various structures and
earthquake resistant design of buildings. Its basic provisions are applicable to buildings;
elevated structures;industrial and stack like structures; bridges; concrete masonry and earth
dams; embankments and retaining walls and other structures.
1.2 Temporary elements such as scaffolding, temporary
excavations need not be designed for earthquake forces.
16
Terminology for Earthquake
3.15 Intensity of Earthquake
The intensity of an earthquake at a place is a measure of the strength of shaking.
Arjun Grace comes under zone III (Ahmedabad).
Sankal pvatika zone III.
Aryan Euphoria and OM Residency and Madhav Residency come under zone III (Ahmedabad).
3.18 Magnitude of Earthquake
Ahmedabad already faced earthquake of intensity above 6 magnitude.
3.33 Zone Factor (Z)
Argun Grace, Sankalp Vatika and Aryan Euphoria and OM Residency and Madhav Residency=
zone factor is 0.16
General Principles And DesignCriteria
4.16 Number of Storeys( n )
Number of storeys of a building is the number of levelsabove the base. This excludes the
basement storeys,where basement walls are connected with the groundfloor deck or fitted
between the building columns. But, it includes the basement storeys, when they are notso
connected.
Arjun Grace is 9 storey building having basement and parking
Sankalp vatika 3 storey building having load bearing structure
Aryan Euphoria is 12 storey building having basement and parking
OM Residency is 7 storey building having basement and parking
Madhav Residency is 7 storey building having basement and parking
4.19 Shear Wall
It is a wall designed to resist lateral forces acting in its own plane.
Arjun Grace have well designed shear wall
No need to shear wall because of load bearing structure at sankalp vatika
Aryan Euphoria and OM Residency and Madhav Residency have well designed shear wall
17
Percentage of Imposed Load to be considered in
Seismic Weight Calculation
Arjun Grace is medium soil site, and depth below ground is 10m.
Sankalp vatika is medium soil site, and depth below ground is 3m.
Aryan Euphoria is medium soil site, and depth below ground is 10m
OM Residency have moorum (yellow) soil and depth below ground is 3.50 m (11’6” ft)
Madhav Residency have moorum soil and depth blow ground is 3.50 m
18
Our sites permissible for 25% in Allowable Bearing Pressure
19
+
Arjun grace structure have importance factor of above 1.0
Sankalp vatika structure Have importance factor Of 1.0
Aryan Euphoria and OM Residency and
Madhav Residency structure have importance factor of above 1.0
Regular and Irregular Configuration
7.1 Regular and Irregular Configuration To perform well in an earthquake, a building should
possess four main attributes, namely…
simple and regular configuration,
adequate lateral strength,
Stiffness,
ductility.
Arjun Grace , Sankalp vatika, Aryan Euphoria, OM Residency and Madhav Residency fulfilled
above requirement.
20
Arjun Grace, Sankalp vatika,Aryan Euphoria, Om Residency and Madhav Residencyhas no such
type of irregularity or discontinuity
Karnvyas
C.E.
21
.
In Arjun grace percentage of imposed load is 1.5 kn/m
2
.
In Sankalp vatika percentage of
Imposed load is 0.75 kn/m
2
In Aryan Euphoria percentage of
imposed load is 2 kN/m
2
.
Om Residency have imposed load 1.5kn/m2
Madhav Residency have imposed
load1.5kn/m2
22
IS code 13920 - 1993
Scope
This Standard Deals with “DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURE
SUBJECTED TO SEISMIC FORCE”.
Provisions of thIS code shall be adopted in all reinforced concrete structures which are located
in seismic zones III , IV , Or V.
The indian standard listed below are necessary adjunct to this standard
IS No. Title
456 : 1978 Code of practice for plain and
reinforced concrete ( third revision )
1786 : 1985 Specification for high strength deformed steel bars and
wires forconcrete reinforcement ( 3rd revision )
1893 : 1984 Criteria for earthquake design of structures (fourth
revision )
1.1 –
This standard covers the requirements for designing and detailing of monolithic reinforced
concrete buildings so as to give them adequate toughness and ductility to resist severe
earthquake shocks without collapse
23
Terminology for Earthquake Building
3.5 – Hoop
Is a closed stirrup having a 1350hoop with a 10-diameter extension (but not < 75mm) at each
end that is embedded in the confined core of the section. It may also be made of two pieces of
reinforcement; a U-stirrup with a 1350hook and a 10-diameter extension (but not < 75mm) at
each end, embedded in the confined core and a crosstie.
Arjungrace hoop = 1350 , length = 75mm
Sankalp vatika same as above
Aryan Euphoria and Om Residency and Madhav Residency hoop = 1350 , length = 75mm
24
General Specification
5.2 For all buildings which are more than 3
storeys in height, the minimum grade of concrete shall preferably be M20 ( fCk = 20
MPa)
Arjun Grace used M25 grade of concrete
Sankalp vatika used M25 grade of concrete
Aryan Euphoria and Om Residency and Madhav Residency used M25 grade of concrete
5.3 Steel reinforcements of grade Fe 415 ( see IS 1786 : 1985 ) or less only shall be
used.
Arjun Grace used steel of Fe 500
Sankalp vatika used steel of fe 415
Aryan Euphoria used steel of TMX Fe 500
Om Residency and Madhav Residency used steel of TMT Fe 500
Flexural Members
6.1.2 The member shall preferably have a width-to-depth ratio of more than 0.3.
Arjun Grace width-to-depth ratio is 2 for beam and 4 for column
Sankalp vatika width-to-depth ratio is 1 for beam and 3 for column
Aryan Euphoria width-to-depth ratio is 2.6 for beam 4.5 for column
Om Residency width-to-depth ratio is 2.5 for beam 4 for column
Madhav Residency width-to depth ratio is 2.5 for beam, 3.5 for column
6.1.3 The width of the member shall not be less than 200 mm.
inArjun Grace beam – 300*400mm
Column – 300*450mm
in Aryan Euphoria beam – 230*600mm
Column – 1050*230mm
In Om Residency beam – 300*400mm
Column – 500*250mm
In Madhav Residency beam –300*400mm
Column – 300*450mm
25
6.1.4 The depth D of the member shall preferably be not more than l/4 of the clear
span.
In Arjun grace clear span 1.5m
In Aryan Euphoria and Om Residency and Madhav Residency clear span 1.5m
6.2.1 a) The top as well as bottom reinforcement shall consist of at least two bars
throughout the member length.
In Arjun grace and Sankalp vatika this requirement of min. 2 bars is Fullfilled.
In Aryan Euphoria and Om Residency and Madhav Residency this requirement of min. 2 bars is
Fullfilled.
b) The tension steel ratio on any face, at any section, shall not be less than Pmin = 0.24
√fck/fy where fck and fy are in MPa.
In Arjun Grace and Sankalpvatika(0.0030)
fck=25 N/mm
2
fy=500 N/mm
2
Pmin = 0.24 √25/500 = 0.0026
In Aryan Euphoria and Om Residency and Madhav Residency
fck=25 N/mm
2
fy=500 N/mm
2
Pmin = 0.24 √25/500 = 0.0026
6.2.2 The maximum steel ratio on any face at any
section, shall not exceed pmax = 0.025
In Arjun Grace, Sankalp vatikaand
Aryan Euphoria and Om Residency and
Madhav Residency according 6.2.1. b steel ratio is ok.
26
Columns And Frame Members Subjected To Bending
And Axial Load
7.1.2 The minimum dimension of the member shall not be less than 200 mm. However,
in frames which have beams with centre to centre span exceeding 5 m or columns of
unsupported length exceeding 4 m, the shortest dimension of the column shall not be
less than 300 mm.7.1.3 The ratio of the shortest cross sectionaldimension to the
perpendicular dimension shall preferably not be less than 0.4.
Arjun Grace and Sankalp vatika and Aryan Euphoria and Om Residency and Madhav Residency
according 6.1.3 and 6.1.4 ok.
7.2.1 Lap splices shall be provided only in the central half of the member length. It
should be proportioned as a tension splice. Hoops shall be provided over the entire splice
length at spacing not exceeding 150 mm centre to centre. Not more than 50 percent of
the bars shall be spliced at one section.
In Arjun Grace 100mm c/c distance provided
In Sankalp vatika 150mm c/c distance provided
In Aryan Euphoria 100mm c/c distance provided
In Om Residency 100mm c/c distance provided
In Madhav Residency 100mm c/c distance provided
7.2.2 Any area of a column that extends more than 100 mm beyond the confined core
due to architectural requirements, shall be detailed in the following manner. In case the
contribution of this area to strength has been considered, then it will have the minimum
longitudinal and transverse reinforcement as per this code.
In Arjun grace minimum reinforcement for 150mm projection
In Sankalp vatika no need for extends column more than 100mm
In Aryan Euphoria and Om Residency and Madhav Residency minimum reinforcement
for150mmprojection
27
7.3.3 The spacing of hoops shall not exceed half the least lateral dimension of the
column, except where special confining reinforcement is provided, as per 7.4.
In Arjun Grace spacing is 100mm
IN Sankalp vatika spacing is 90mm
In Aryan Euphoria spacing is 100mm
In Om Residency spacing is 100mm
In Arjun Grace bc=350mm , d = 8mm
In Sankalp vatika bc= 300mm, d= 8mm
In Aryan Euphoria bc=350mm , d = 8mm
In Om Residency bc= 350mm, d=8mm
In Madhav Residency bc= 350mm, d=8mm
28
7.4.1 Special confining reinforcement shall be provided over a length I, from each joint
face, towards midspan, and on either side of any section, where flexural yielding may
occur under the effect of earthquake forces ( see Fig. 9. ). The length (lo* shall not be
less than ( a ) larger lateral dimension of the member at the section where yielding
occurs, ( b ) l/6 of clear span of the member, and ( c ) 450 mm.
7.4.2 When a column terminates into a footing or mat, special confining reinforcement
shall extend at least 300 mm into the footing or mat.
Arjun Grace provide special confining reinforcement 400mm
Sankalp vatika provide special confining reinforcement 350mm
Aryan Euphoria and Om Residency and Madhav Residency provide special confining
reinforcement 400mm
7.4.3 When the calculated point of contra-flexure, under the effect of gravity and
earthquake loads, is not within the middle half of the member clear height, special
confining reinforcement shall be provided over the full height of the column.
Arjun Grace, Sankalp vatika, Aryan Euphoria, Om Residency and Madhav Residency fulfill above
requirement of reinforcement lo*=500mm. l0*=400mm
29
Laping length
Generally on sites laping length is provided as
50 * d
Where d = diameter of bar
30
Improvement over IS code 13920
If we provide 10 mm dia. Of bars in construction then laping length will
50 * 10 = 500 mm.
500 mm lapping length is not sufficient for 20 mm dia. Bars
For 20 mm dia bars lapping length will be
50 * 20 = 1000 mm
Cost of 1 m 20 mm bar
Volume of bar = πr2 h
Where r = radius of bar
H = height of bar.
Calculation
V = 3.14 * .01*.01 * 1.0
= 0.000314 m3
Weight of bar
Weight of 1 m3 bar = 7870
For .000314 m3 bar weight will be 2.361 kg.
Assume, cost of 1 kg bar = 40 rs
For 2.361 it will 94.44 rs
2nd method
20 mm dia. Bar requires 9 inches of welding .to gain the strength after welding length of bar
will be 350 mm.
Weight of 350 mm bar
= 0.82 kg
Cost of 0.82 kg bar will be 33 rs
And cost of 9 inches welding = 18 rs
Then total cost of laping by 2nd method
33 + 18 = 51 rs
Then diff. bet. 1st and 2nd method we can see
48.33 rs
31
Steps Followedby Engineers
1. S.B.C. – 19 T/M^2 AS PER SOIL INVESTIGATION REPORT.
2. FOUNDATION IS DESIGN FOR PARKING + SEVEN FLOOR ONLY.
3. MIXES FOR ALL R.C.C. WORK SHALL BE M20. (1:1.5:3) UNLESS SPECIFIED
OTHERWISE.
4. ALL R.C.C. SHALL BE MACHINE MIXED & MACHINE VIBRATED.
5. MINIMUM CEMENT CONTENT SHOULD BE 350 KG./Cu.Mt. OF CONCRETE.
6. CLEAR COVER FOR ALL R.C. WORKS TO BE AS FOLLOWS.
# FOOTING & RAFT 50 MM.
# COLUMN BELOW GROUND 40 MM.
# COLUMN ABOVE GROUND 30 MM. TO RINGS.
# BEAMS BOTTOM 40 MM.
# BEAMS TOP & SIDES 30 MM.
# SLABS & CHHAJJA 15 MM.
# PEDESTAL 40 MM.
# R.C. WALLS 25 MM.
7. ALL LAPS IN BEAM & SLAB SHOULD BE 60 TIMES DIA FOR BAR & LAPS IN
COLUMNS TO BE 50 TIMES DIA FOR BAR EXCLUDING HOOK.
8. PERIOD FOR REMOVAL OF CENTERING FROM THE DATE OF CONCRETINGS SLAB
BOTTOM MIN. 10 DAYS, BEAM BOTTOM 21 DAYS, BEAM SIDES 2 DAYS, COLUMN
SIDES 2 DAYS.
9. R.C. CONCRETE SHOULD BE CURED FOR A MINIMUM PERIOD OF 10 DAYS.
10. ALL MATERIAL SUCH AS STEEL, CEMENT, SAND & METAL SHALL CONFIRM TO I.S.
SPECIFICATION & ALL WORKS SHALL BE DONE IN A WORKMAN LIKE MANNER.
11. PROPER CHAIRS & GHODAS TO BE PROVIDED FOR TOP BAR OF CANTILEVERED,
CHHAJJAS & BENT UP BARS IN SLABS TO KEEP THEM IN POSITION.
12. WHENEVER SEPARATE SPECIFICATIONS & SPECIAL BAR BENDING DETAILS ARE
SUPPLIED THE SAME SHALL SUPERCEDE THE ABOVE DETAILS & NOTES.
13. ALL STIRRUPS SHALL BE HOOK BENT AT 1350 TO 30 LONG.
14. THE CEMENT SHOULD BE CONFIRMED TO GRADE 43/53 ONLY.
15. ALL REINFORCEMENT SHOULD HYSD. (T) BAR CONFIRMING TO I.S. 1786, EXCEPT
6 MM. (ø)BAR CONFIRMING TO I.S. 432.
16. GB/PB (GROUND/PLINTH BEAM) SHOULD BE 150 MM. BELOW FINISH FLOOR
LEVEL.
17. ALL DIMENSION ARE IN MM UNLESS SPECIFIED OTHERWISE.
18. THE BUILDING DRAWING SHOULD READ IN CONJUCTION WITH ARCHITECTURAL
DRAWING.
19. VERIFY C/C MEASUREMENT WITH ARCHITECTURAL DRAWING.
32
Conclusion
Given in IScode Varying by observation
3.2 crosstie Is a
continuous bar having
a 1350 hook with a
10-diameter extension
( but not <75 mm) at
each end. The hooks
shall engage
peripheral longitudinal
bars.
Is a continuous bar having a 1350 hook with a 6-diameter extension (but
not <65 mm) at one end and a hook not less than 900 with a 6 diameter
extension (but not < 65 mm) at the other end. The hooks shall engage
peripheral longitudinal bars In general, the 900 hooks of two successive
crossties engaging the same longitudinal bars shall be alternated end
for end.
5.2 For all buildings
which are more than
3 storeys in height,
the minimum grade of
concrete shall
preferably be M20 (
fCk =20 MPa ).
for all buildings which are either more than 4 storeys or more than 15m
in height in Zones IV and V, minimum grade of concrete shall be M25.
5.3 Steel
reinforcements of
grade Fe415 ( see IS
1786 : 1985 ) or less
only shall be use.
high strength deformed steel bars, produced by the thermo-mechanical
treatment process, of grades Fe500 and Fe550, having elongation more
than 14.5 percent and conforming to other requirements of IS 1786:
1985 may also be used for the reinforcement.
6.1.3 The width of
the member shall not
be less than 200mm.
Width of beam shall not be more than the width of the column plus
distances on each side of the column not exceeding half of the depth of
the beam. Also, the width of beam shall not be more than two times
the width of column (bc), in the considered direction, under any
circumstances.
33
7.1.2 The minimum
dimension of the
member shall not be
less than 200 mm.
However, in
frames which have
beams with c/c span
exceeding 5m or
columns of
unsupported
length exceeding 4 m,
the shortest
dimension of
the column shall not
be less than 300mm.
The minimum dimension of the member shall not be less than (a) 15
times the largest beam bar diameter of the longitudinal reinforcement
in the beam passing through or anchoring into the column joint, and (b)
300 mm.
At least one intermediate bar shall be provided between corner bars
along each column face.
This implies that rectangular columns in lateral load resisting frames
shall have a minimum of eight bars. Intermediate bars are required to
ensure the integrity of beam-column joint and to increase confinement
to the column core.
There should be clause of providing welding along with lap length due
to saving in cost according IS 800:2007.
We have examined by different site visiting and comparing data of physical dimension with the
related IS codes and hence We reach at the decision that these 5 sites are constructed as perIS
code requirement.
db= Largest diameter of beam bars
34
Future scope of the project
Our project titled "current construction scenario as per IS code 1893(part 2) & IS code 13920
will be helpful for the improvement of construction method with some more analysis done on
it.
This project can be work as a foundation of some earthquake resistance related projects.
The data and information can be useful for authorities which are related to construction works.
The project will be helpful for the students who wants to work on earthquake resistancy of
structures in future.
35
Reference
IS code 1893 – (Part 1) 2002 , Criteria for earthquake resistant design of structures
(General provisions and Buildings – Fifth Revision)
IS code 13920 – 1993, Ductile detailing of Reinforced concrete structures subjected to
seismic forces.
Book of earthquake engineering by R.P. Rethaliya
“Dynamics of structures: Applications to Earthquake Engineering by Anil K. Chopra
IS code 456:2000 Plain and Reinforced concrete code of practice (Forth Revision)
IS code 800:2007 General Construction in Steel (Third Revision)
Advanced Concrete Technology by Santhakumarar
Concrete Technology by M. S. Shetty
Proposed Draft Provisions and Commentary on Indian Seismic Code IS 1893 (part 1)
Proposed Draft Provisions and Commentary on Ductile Detailing of RC structure
subjected to Seismic Forces By
Dr. Sudhir K Jain
Dr. C V R Murty
Department of Civil Engineering , IIT Kanpur.
