ALL CHAPTERS PROJECT GROUP NO 11

“Seismic Qualification Of Warana Sugar Factory By Analysis, Shake Table Test & Earthquake Experience Database.”
TATYASAHEBKORE INSTITUTE OFENGINEERINGANDTECHNOLOGY,WARANANAGAR 1
CHAP TE R 1
INTRODUCTION
1.1 General
With enhanced awareness of the potential of earthquake to cause damage, it has now become the
standard practice to qualify structures/equipment that is to prove its ability to withstand the seismic load
without any damage. This qualification is accomplished by any of the generally established methods
.The Direct method is can either be analytical or experimental. Seismic qualification by indirect method
is based on the experience of the performance of design in an earlier earthquake. In India due to
globalization there is a continuous increase in demand for use as well as installation of machineries,
equipment in industries & factories. Accordingly development in country in an industrial sector now has
begun on a large scale. As a part of this development many industrialists are coming up in the country to
satisfy the demand of country needs. Also the old factories are reviewed for their proper functioning and
safety. These industries consists many machineries with structural units as industrial storages,
distilleries, godown, industrial sheds, storage units, ware houses etc. As a part of safety for all new and
old structural units it is now made mandatory to perform seismic qualification of all the structures and
equipment. Criteria for seismic qualification of industry, Factory range from simple analytical
requirements to the more elaborate current requirements involving complex analysis and testing on
shake tables. Margins available for equipment in factory to withstand the effect of safe shutdown during
earthquake may vary from equipment to equipment and from factory to factory, depending upon method
of qualification and the vintage of a factory.
The Engineering community has been concerned regarding the performance of mechanical, electrical
and instrumentation devices during an earthquake, wherein the real concern is whether small movement
in the component of these equipment will lead to spurious signal, resulting into failure in their function.
The concern is also regarding the equipment supports and the performance of the anchored panels which
support many of the instrumentation devices and also the behavior of civil structure which supports all
equipment and accessories.

1.2 Various QualificationTechniques
In high technology industries like Sugar factories, chemical industries, data processing industries,
power plants, food processing industry etc. the capital investment in equipment and accessories exceeds
the investment in structures. A large earthquake in the areas having network of such industries would
therefore be more destructive and have a major national economic impact. Further, destruction to
industry will create double calamities i.e. earthquake disaster plus post-earthquake process failure.
Therefore it becomes very important to qualify all the equipment and structure against the earthquake
induces forces. Following are the five different methods available for seismic qualification of equipment.
1. Qualification by analysis.
2. Qualification by test (shake table test or modal test).
3. Qualification by combined test and analysis.
4. Qualification by unconventional technique.
5. Qualification by using seismic experience data base.
Choice of particular method of seismic qualification depends upon the situation, type of equipment, its
functional and structural requirement.
Shaking tables are nowadays a valuable tool for the seismic behavior assessment of civil engineering
structures. Nowadays a significant amount of research using shaking tables can be found in the literature.
This is a device for shaking structural models or building components with a wide range of simulated
ground motions, including reproductions of recorded earthquakes time histories. Earthquake shaking tables
are used extensively in seismic research, as they provide the means to excite structures in such a way that
they are subjected to conditions representative of true earthquake ground motions.
The qualification by combined test and analysis method is costlier and time consuming than first two
methods and qualification by unconventional technique is limited to heavy equipment like induction motors,
blowers, fibrisers etc. The seismic qualification by using seismic experience data base involves the study of
performance of equipment and their anchorage under real earthquake ground motions. It involves the study
of all types of mechanical, electrical, and instrumentation equipment with their real mounting arrangement
in the field under the real earthquake experienced by that equipment.
The seismic qualification by using seismic experience data is very economic and realistic method
than the other methods.

Its results can be applied to all types of similar equipment having similar characteristics viz.
characteristics of earthquake, type of soil, equipment base condition and its mounting arrangement, building
type etc. The report brings out the performance of the mechanical equipment, electrical equipment and the
instrumentation panels in the sugar factory at Stages.
Due to advancement in computers, mathematical modeling of civil structure has become more
elaborate. Different commercial software packages are available in which the mathematical modeling and
different analysis of structure can be done. While preparing mathematical model it is required to make a
number of assumptions depending upon the structure type, analysis requirement and software selected for
modeling. The main aim of mathematical modeling is, to get the response of structure for fundamental
natural time period , frequency , Mode Numbers , mass participations , Displacements With Time History
analysis as close to as response obtains under real condition.
1.3 Earthquakes History
Koyna Warana region has seismic network consisting of seven stations, which are recording
earthquakes since last 40 years. The list of earthquakes in Koyna region with their magnitudes & PGA &
epicenter data etc. is collected from MERI, Nashik and CWPRS Pune. Totally around 200+ earthquakes of
magnitude greater than 3.0 have occurred in the region. Out of these earthquakes around 08 earthquakes are
found to be relatively significant and have a magnitude greater than 4.0. The major earthquake of 1967 has a
magnitude of 6.7. The factory experienced earthquakes having magnitude 3.5to 6.7 and more having peak
ground acceleration (PGA) up to 0.48g. The major earthquakes seen by the sugar factory and equipment are
as the earthquake of 12th Dec. 1967, 17th Oct. 1973, 1st Feb. 1994 and 8th Dec, 1993 having magnitudes 6.5,
5.2, 5.4 and 5.1 respectively. Thus warana sugar factory and its region is acting as real shake table for the
sugar factory and equipment, under various types of earthquake loadings with no cost. The performance of
the equipment has been studied through seismic experience data base and further analytical studies.
1.4 Relevance and Scope
Sugar factories as well as certain type of industries are required to be designed against natural
phenomenon like earthquake, wind etc. The design of these factories against earthquake forces or seismic
resistant design is one of the important criteria of design and can be based on analysis or shake table test or
experience based data. However the tests and analyses are based on conservative assumptions of modeling
and input motions and are time consuming and costly.

Safety of such industries structure and equipment are most important, because in the event of
earthquake if they suffer damage or do not functioning properly, then this will result in a major economic
loss to the warana people and also create a secondary disaster of post-earthquake process failure which is not
desirable. In case of sugar factory it will be more severe because it demands a proper safety sustain quake
forces; otherwise there are chances of failure of Structure & Process with huge economical as well as social
loss to warana people, which will create major disaster much greater than earthquake. Therefore, it is
necessary to have seismic qualification of factory structures and equipment against the postulated
earthquake at site.
1.5 Objectives of Study
Following are the objectives of the present study of seismic qualification of sugar factory equipment.
1. To study the methods of seismic qualification of equipment by using experience database.
2. To prepare data collection sheets for experience database qualification purpose for warana sugar
factory.
3. To collect detailed information regarding equipment & their footing details from shree warana
sahakari sakhar karakhana. ltd warananagar, situated at area lying beside Warana & Koyna Rivers
which can be divided into several seismogenic crustal blocks at warana region which is only 60 Km
away from epicenter of 1967 earthquake having 6.5 Magnitude and 0.489 PGA. To collect the
information regarding their performance during and after the earthquake.
4. Shake table test for seismic qualification of warana sugar factory with partial representative model of
sugar factory shed.
5. To seismically qualify a partial representative model of warana sugar factory shed by shake Table
test.
6. Seismic analysis of warana sugar factory shed using E-TABs software.

CHAP TE R 2
Literature Review
1. Goutam Bagchi & Vincent S. Noonan “Use of Experience Data for Seismic Qualification of Equipment
in Operating Nuclear plant” Symposium on Earthquake Effects on Factory and Equipment, Dec. 1984.
Explain criteria for seismic qualification of equipment in nuclear power plant evolved from simple analytical
requirements to the more elaborate current requirements involving complex analysis and testing on shake
tables. Margins available for equipment in operating Factory to withstand the effect of a safe shutdown
earthquake may vary from equipment to equipment and from Factory to Factory depending upon the
method of qualification and the vintage of a Factory. Thus, the uncertainty about the seismic capability of
equipment in operating Factories led to the designation of unresolved safety issue (USI) A-46, “Seismic
Qualification of Equipment in Operating Plant”.
2. A. G. Chhatre & et. al. “Earthquake Experience Database on Equipment from Industries around Bhuj
which have Experienced the Bhuj 2001 Earthquake”. Said the principle used for equipment qualification in
USA that an equipment that has survived and performed well in past earthquake, another equipment which
is similar to the one in earthquake experience data base can survive and perform well under less severe
earthquake. Based on this Generic Implementation Procedures (GIP) for seismic re-evaluation of equipment
has been developed by various American & European agencies e.g. GIP by Department of energy, USA
(GIP-DOE). They also presents the methodology of data collection, industries involved, equipment types,
method of seismic qualification using earthquake experience database.
3. Harry W. Johnson, Greg S. Hardy, Nancy G. Horst man and Paul D. Baughman
“Use of Seismic Experience data for Replacement and new Equipment” Nuclear Engineering and Design,
1990, Vol. 123, pp 273-278. presents the two additional potential applications of seismic experience
technology, which is a practical alternative to the rigorous seismic qualification of equipment for resolution
of (Unresolved Safety Issue) USI A-46 developed by Seismic Quality Utility Group (SQUG),viz;
1. Replacement parts and
2. New equipment/design change process.
The need for, and benefits of, these applications are summarized. The available technology and the
methodologies proposed are also described. The methodology descriptions include a summary of the
requirements for the seismic evaluation, an outline of the method, and the documentation requirements

4. K. L. Merz “Existing Seismic Test Data and Its Use” Nuclear Engineering and Design, 1988, vol. 107 pp
13-25. presents the results of a current programs sponsored by Electric Power Research Institute (EPRI) with
the overall objectives of demonstrating the generic seismic adequacy of as much nuclear power plats
equipment as possible by means of collecting and evaluating existing seismic qualification test data.
Concern over the seismic adequacy of equipment in older operating nuclear power Plant not qualified to
today’s rigorous standards has motivated recent studies which utilize new approaches to demonstrate the
seismic “ruggedness” of mechanical / Electrical equipment. The first characteristic of these new approaches
is the use of “experience” data. The second characteristic is the demonstration of adequacy on a “generic”
basis. The approach of the study is to consider the large amount of information collected during seismic
qualification testing of nuclear power Plant as an experience database.
5. Richard G. Starck II & George Gary Thomas “Overview of SQUG generic implementation procedure
(GIP)” Nuclear Engineering and Design, 1990, vol. 123, pp 225-231. Presents the regulatory criteria for
licensing of nuclear power Plant require that certain safety-related equipment and systems be designed to
function during and / or following a postulated, design basis earthquake. With support from the Electric
Power Research Institute (EPRI), Seismic Qualification Utility Group (SQUG) has undertaken a program to
demonstrate the seismic adequacy of essential equipment by the use of available seismic experience data for
similar equipment. The Generic Implementation Procedure (GIP) provides a generic means of applying this
experience to evaluate the seismic adequacy of equipment.
6. Steve J. EDER & Peter I. YANEV, “Evaluation of cable tray and conduit systems using the seismic
experience data base”, presents a method for utilizing data in defensible, simple seismic qualification criteria
and configuration controls. Qualitative comparisons are used to demonstrate the applicability of the data
base to the given cable tray / conduit system. Quantitative assessments are used to guarantee that the support
system is as least as adequate as the data base support systems that survived without apparent damage. The
results are incorporated into field evaluation guidelines and also form the basis for configuration control
criteria. This method results in significant cost savings to nuclear utilities, realized at the engineering effort,
Factory hardware modification, and documentation levels. A three-fold approach is suggested for evaluation
of cable tray and conduit systems using the seismic experience data base collected for over 70 power and
industrial facilities in 14 past major earthquakes, and also use available shake table data and baseline
analyses. In first step qualitative parametric comparison are used to demonstrate the applicability of the data
base to the given cable tray / conduit system.

In second step quantitative comparison and assessment are used to guarantee that the support system as least
as adequate as the data base support systems that survived without apparent damage. Lastly a walk down
guidelines and configuration controls are suggested after actual field evaluation. It has been concluded from
this seismic experience data base and shake table data that cable tray and conduit system constructed to
normal industry standards have a large capacity for absorption of seismic inertial loads, even when design
provision address only gravity loading. Also the large capacity for absorption of seismic loads is the result of
many sources of non-linear behavior.
7. K.G. Bhatia (1984) & C. Kameswara Rao, “Seismic analysis of 220 KV current and voltage
transformers”. Describes why it is necessary to have seismic qualification of power Plant and equipment.
Further the paper deals with seismic qualification of Plant and equipment with emphasis on qualification
requirements, codal provisions, vendor specifications, merits and limitations of analytical and experimental
methods used for seismic qualification. Grey areas are being identified and necessary recommendations have
been made for seismic qualification, both from view point of supplier and user organizations.
8. Mohd Zain Kangda, Manohar D. Mehare, Vipul R. Meshram, “Study of base shear and storey drift
by dynamic analysis”. In the present paper, effect of height of building on base shear, lateral forces and
storey drift is evaluated by using ETABS software and the results are compared with IS1893:2002. Is taken
into consideration and results are obtained in ETABS software. He study includes the modeling of industrial
shed having plan areas 30m x 22.5m and the height of eaves level 12m & truss rise 3m. The study is
conducted by varying the geometrical properties of the structure but the seismic properties are kept constant.
The buildings are located in zone IV region. The results obtained for base shear and other design parameters
obtained from ETAB software match with IS1893:2002. Spring mass model with the lateral forces are also
plotted for the different buildings. Percentage change in storey shear for the different buildings is also
evaluated. It can be observed that as the height and area of building increases the base shear and storey drift
increases.
9. S.J.Eder, R. P. Kassawara, Neil P. Smith, “Future Direction for the Use of Earthquake Experience
Data”. The SQUG' and seismic FOAKE' efforts have demonstrated the creolbility and cost effectiveness of
the idea of using expenence data to show the seismic adequacy of mechanical and electrical equipment. The
use of earthquake experience data in the older operating nuclear power Plant is well defined and mature
About 500 engineers have seen trained in the methodology and are moving towards use of it as a standard
tool for verification of seismic adequacy. Based on the SQUG experience. Other organizations have looked
into and are finding application for the seismic experience data based method. This paper summarizes some
of these either uses and proposes a means to help ensure a coordinated application of the method in the

future. Based (in the substantial on going industry efforts summarized in this paper in using earthquake
experience data.
It appears there should be a forum developed to share data and lessons teamed to minimize the overall costs
associated with developing, promoting and using earthquake experience data as stand are engineering
seismic practice. To this end. This paper recommends organizations and individuals interested in developing
such a forum meet to discuss coordination and fostering industry communications to improve the
methodology.
10. Sunayana Varma, G. Murali, K. Karthikeyan, “Comparative Study of Seismic Base Shear of
Reinforced Concrete Framed Structures in Different Seismic Zone”. In the seismic design of reinforced
concrete framed structure it is important to know the order of magnitude of the probable
maximum base shear as related with the mass of structures. In this study, a comparison has been made
between the base shear of RC frame located at various zones. For this purpose four building models are
developed, corresponding to the structures constructed on rock soil of seismic zones II, III, IV and V of
India (as per IS: 1893-2002). The base shear for the four models was calculated manually as well as using
Etabs software package and was compared with each other. When calculated manually the base shear of
zone III, IV and V was1640.49, 2460.74 and 3691.12 KN respectively and it was increased up to 1.07% and
18.67% in case of Etabs respectively.
11. S. A. Bhardwaj (2001) divulges in a very simplified way the broad steps involved in generation of the
seismic ground motion and the complex analytical and experimental techniques used in seismic qualification
of the structures, system and equipment.
12. Anil K. Kar (1980) “Qualification of equipment for nuclear power generating stations”, Nuclear
Engineering and Design, Vol. 61, 47-59. Presents a detailed review of seismic qualification methods for
equipment and mounted devices for nuclear power generating station. General steps involved in
qualification by analysis and test method are listed and explained in detail. Limitations of individual method,
for qualification are also explained. Need for considering the flexibility of floor in development of floor
response spectra by analysis is highlighted. Also need for multidirectional vibratory motion, random input
motion and application of concurrent loading with respect to qualification by testing method is highlighted.
13. M. W. Bariow, R. Budnitz, S. J. Eder, M. W. Ell (1993) “Use of Experience Data for DOE Seismic
Evaluations”, 4th DOE NPH Conference October I9- 22, 1993 UL. Georgia.
present use of experience data for doe seismic evaluation. This paper describes seismic experience data, the
needs at DOE facilities, the precedent of application at nuclear power Plant and DOE facilities, and the
program being put in place for the seismic verification task ahead for DOE. DOE has undertaken

development of the criteria and procedures for these seismic evaluations that will maximize safety benefits
in a timely and cost effective manner.
As demonstrated in previous applications at DOE facilities and by the experience from the commercial
nuclear power industry, use of experience data for these evaluations is the only viable option for most
existing systems and components.
14. S. K. Gupta (1984) “Performance of Electrical Equipment during recent Earthquakes in India and
Qualification Tests”, Symposium on Earthquake Effects on Plant and Equipment, Dec. 1984, 55-
60.explains the performance of electrical equipment during the moderate earthquakes like Koyna
earthquake, December 10, 1967, Kothagudem earthquake, April 13, 1969 and Broach earthquake, March 23,
1970. There were ‘tripping’ of some relays due to ground vibrations thereby causing stoppage of power
generation during the two moderate earthquake of Koyna and Kothagudem. Due to this tripping of relays an
extensive programme was undertaken to find out the relays and other electrical equipment which are
susceptible to earthquake ground motion. Laboratory testing was performed for different equipment and
results were presented here. The electrical relays found susceptible to vibrations were later replaced by static
relays to avoid tripping during earthquake.
15. W. R. Schmidt and R. P. Kassawara (1988) “Seismic functionality of essential relays in operating
nuclear Plant”, Nuclear Engineering and Design, Vol. 107, 43-50.discuss a methodology established by
Electrical Power Research Institute (EPRI) for evaluation of relay functionality in operating nuclear power
Plant which comes under SQUG group. This methodology is intended to provide a practical approach which
will provide assurance of the seismic adequacy of the essential relays without need for explicit qualification
tests of each of hundreds of important relays in the Plant. The detailed methodology, criteria and technical
approach for this method is discussed here.
16.M.S. Gong, L.L. Xie and J.P. Ou concluded in ‘Modal Parameter Identification of Structure Model
Using Shaking Table Test Data’ that the objective of the paper is to present a method for modal parameter
identification of structure model by using simulated earthquake response data in the shaking table
experiment. An adaptive on-line system identification method is introduced to investigate whether the time-
varying response occurs or not during the process of vibration. The acceleration response time history only
in time-invariant stage is adopted to identify modal parameters by off-line system identification method. To
show the availability and accuracy, the method is applied to shaking table test data of a 12-story RC-frame
building model (scale 1:10) to obtain its modal frequencies, damping ratios and mode shapes after every
test, and the results are compared with the modal analysis results.

It is shown that the dynamic characteristics can be evaluated from the shaking table test data. The results
from the earthquake response time history can be as the supplement of the modal analysis results.
17. Seismic Time History Analysis Examples and Verification in S-FRAME Jeremy Knight
(Application Engineer) provide guidance on the use of the features available in S-FRAME for
seismic/dynamic analysis and design. While they are necessarily discussed, the intention is not to explain or
advice on the application of the Seismic provisions of NBCC 2005 to building design, nor the theories
underlying the Design Code and its various provisions. For those seeking such information we highly
recommend the courses – many of which are offered via the internet - available as part of the Structural
Engineers Association of BC Certificate in Structural Engineering (CSE) Discussions on aspects and
methods of modeling, assumptions, theories etc. are kept to a minimum to aid clarity and simplicity. The
intention is to outline, for competent and professionally qualified individuals, the use of S-FRAME and S-
STEEL as tools in the Seismic Analysis & Design Process.
2.2 Remarks
From the review of literature it is observed that relatively less work is done in seismic qualification
of equipment using experience database. In view of this an attempt is made in this work to develop seismic
experience database of structure system and all equipment of Shree Warana Sahakari Sakhar Karkhana with
available record and to carry out free and forced vibration analysis of same factory shed and seismically
qualify some selected equipment using coupled analysis techniques.
Also using shake table for use in seismic analysis of small-scale models. In order to test seismic response of
a prototype building, the shake table recorded data from an accelerometer mounted on the model. The model
was built to have the same resonant frequency as the prototype building.

C H A P TER 3
STUDY OF SEISMIC QUALIFICATION BY EARTHQUAKE
EXPERIENCE DATABASE
3.1 General
Criteria for seismic qualification of sugar factory equipment range from simple analytical
requirements to the more elaborate current requirements involving complex analysis and testing on shake
tables. Margins available for equipment in operating Factory to withstand the effect of safely sustain
earthquake may vary from equipment to equipment and from factory to industry, depending upon the
method of qualification and vintage of factory. Thus the uncertainty about the seismic capability of
equipment in operating factory is an unresolved safety issue. As a result Seismic Qualification of Equipment
in Operating factories is an important thrust area, which needs lot of attention in India.
The method that is used to demonstrate the performance of mechanical, electrical and
instrumentation equipment and their supports is to put these equipment on shake table and demonstrate their
functional performance when the realistic input to be seen by the equipment during earthquake i.e. ground
motion in case the equipment is in free field and the floor motion in case the equipment on higher elevation
of the building are given to the shake table. In the shake table test the equipment are mounted on the shake
table which is made up of steel sections. As such the real coupled responses between the equipment,
pedestal or the foundation and the civil structure is missing. In fact the real performance should be got from
the panel mounted on civil structure, which experience the real earthquake.
3.2 Qualification by using Seismic Experience Database
This method of qualification is introduced by Seismic Qualification Utility Group (SQUG) due to
Nuclear Regulatory Commission (NRC) initiated Unresolved Safety Issue (USI) A-46. Under this
qualification technique a detailed document is prepared containing seismic experience data for the various
types of equipment. Under this data equipment type, make, model, anchorage type design features,
performance levels (pass fail/ criteria), earthquake acceleration levels, mounting elevation and additional
categories/ criteria specific to equipment type are covered. The equipment which have failed are studied in
detail for the root cause of failure in terms of design/mounting/interaction to arrive at exclusion rules.
The design, mounting, anchorage details of equipment which performed well are included as inclusion rules.
The data base will be used for qualification purpose.

To qualify given equipment, its detailed specification are collected and compared with the
established inclusion/exclusion rules, Depending on the compatibility of the given equipment with the data
base, the equipment can be disqualified or qualified subject to suitable modification.
This method is simple, cost effective and reliable, provided sufficient data is available.
3.2.1 Advantages and Disadvantages of Qualification by using Seismic Experience Data Base
1. It is very straight forward way of qualification and tremendous amount of money could be saved
using this technique.
2. There is no need to perform shake table test or preparation of detailed finite element modeling.
3. Only limitation of this method is that original document containing seismic experience data have
to be prepared thoroughly in consultation with expertise in the field. Also continuous up
gradation of data has to be made.
4. Training will be required for engineer to qualify the equipment by this method.
3.3 Details Of Shree Tatyasaheb Kore Sahakari sakhar Karkhana.
Exactly 54 years back, Warana valley was a barren & hilly track. This dark picture is totally changed due to
only vision of our great Leader late Shree Tatyasaheb Kore. Karkhana got industrial license from Govt.of
India under No. L25N215-69 LC dated 11/09/1959. The society was registered on 27th September, 1955
under The Maharashtra Co-operative Societies Act, 1960. The Society was not engaged in just to
manufacture the sugarcane allied products and to earn profit concern for the benefit of cane cultivators, but a
nucleus of all-round development of the rural area of operation through its co-operative organization & to
help for increasing economic growth of rural population, leading towards Integrated Rural Development of
India, in real sense. It is a co-operative sugar factory having capacity 9000 TCD.

Table no 3.1 Crushing capacity during 1959 to 2016.
Year Crushing Capacity
1959-60 1000 T.C.D.
1969-70 1000 to 2000 T.C.D.
1979 2000 to 2500 T.C.D.
1981-82 2500 to 3000 T.C.D.
1989-90 3000 to 4000 T.C.D.
1989-90 3000 to 4000 T.C.D.
1998 4000 to 5000 T.C.D
2003-04 5000 to 7500 T.C.D.
2008-09 5000 to 7500 T.C.D.
2014-15 9000+ T.C.D.
Initially this sugar factory was started with 1000 T.C.D. sugar factory coming under Warana Group along
with other three sugar factories taken to run on Lease basis, has reached a highest crushing of sugarcane in
India at 20000 Tonnes crushing of sugarcane per day with production of sugar per day 24000 quintals
reaching to turnover of Rs. 550.00 crores during the Financial Year 2008-09. As well as Karkhana has
installed raw sugar reprocessing unit in 2004-05, during this year, it had imported raw sugar and to export
fine sugar.
Presently Sugar Refinery Factory with 800 TPD has been set up to process the raw sugar and export of fine
sugar is expected by the end of the crushing season of 2015-16.At present, the Authorized Share Capital is
Rs. 15 crores, comprising of 30,000 shares of Rupees 5,000/- each. Out of this 29,250 shares for producer
members and 750 for non-producer members. Presently there are 19863 producer members and 79 non-
producer members. These are cane growers from 80 villages forming the area of operation of the Sugar
Factory.
It is a true fact that immediate results of the successful running of the factory are the high returns to the
producer members for the sugar cane supplied by them. These returns are highest in the State and most of
the times in India consistently. Thus, the main object of Co-Operative movement in Agro-based industries of
processing & marketing is being achieved.

3.4 Earthquake Experience Data & Detailed Procedure of Experience Database
Collection.
An earthquake causing strong intensity of ground motion occurred in warana -Koyananagar area. Due to
this earthquake Koyananagar suffered maximum damage ,the Earthquake was felt with severe intensity in
Ratnagiri, panhala ,chandoli, pune, Mahableshwar, Bombay , and the shock was felt at the places as far off
as surat ,Nagpur, Hyderabad, Bangalore, Karwar, and panaji and many more towns up to 450 miles away
from Koyananagar , sudden hitherto considered comparatively inactive seismically , and caused
considerable loss of life and property as well as different degree of damage to various type of structures In
early hours of morning on 11th Dec 1967, a strong earthquake with its epicenter close to the Koyna hydro-
electric project .The maximum observed intensity in the region was VIII on M-M scale .Severe damage was
seen limited to a small area of nearly elliptical shape , about 7 miles wide and 13 miles long as enclosed by
the isoseismal VIII.
3.4.1 Industry Details
All the information of the industry regarding name of the Factory, type of the Factory its location is included
in the data sheet. Also it covers all the information regarding the earthquakes seen by the Factory, such as
date of earthquakes, its latitude / longitude and magnitude, distance of epicenter, depth of focus etc.
3.4.2 Equipment Data
The equipment data covers following detailed information about the equipment.
 The name of equipment and its description.
 Make of equipment, name and address of manufacturer for further correspondence to collect
missing data.
 Model number for identification of equipment
 Code used for design of equipment and seismic acceleration considered in the design
 Location of equipment in the Factory and the floor elevation
 Equipment function, its weight, structural integrity and functional operability, and the use of
equipment
 Overall size of equipment and specifications applicable for equipment type such as head/flow
for pump, Ampere, Hour for battery, Volts and Amperes for motor, KV for transformer etc.

3.4.3 Equipment Sketches/ Photo
It includes the sketch / photo of equipment and its foundation layout for getting an overall idea of
equipment and its foundation and anchorage information such as arrangement of equipment, its base
condition etc. The foundation sketch shows all the details of foundation i.e. size of concrete pedestal,
its reinforcement details if available, connection of base frame with foundation, details of anchor
bolt, its spacing, size and connection of anchor rod with reinforcement of foundation etc.
3.4.4 Earthquake Experienced by the Equipment
This is the important information of equipment regarding the performance of equipment during and after an
earthquake. It includes the following information.
 The date of installation of equipment or the date of commissioning of the equipment
 List of earthquakes seen by equipment
 Whether the Factory was under operation during the earthquake?
 Whether the equipment was functional during the earthquake? If yes whether the functional
operability after the earthquake is assured and its details.
 Whether the pressure / boundary integrity was maintained during and after the earthquake
and its details.
 Estimated PGA at the area of equipment location.
3.4.5 Anchorage Information
Most of the equipment fails due to failure of their anchorage. Adequate anchorage is almost always essential
to the survivability of an item of equipment. Lack of anchorage or inadequate anchorage has been a
significant cause of equipment failing to function properly during the earthquakes.
The equipment anchorage capacity, installation, and stiffness should be adequate to withstand the seismic
demand at the equipment location. Therefore anchorage information plays important role in the experience
base data collection of the equipment and it includes following details

 If the equipment is free standing whether it moved during the earthquake, the distance of
movement of equipment and its details.
 If the equipment is anchored whether there was failure in anchorage due to earthquake?
Performance of the equipment because of its interaction with other equipment and details
such as the effect of possible seismic spatial interactions with nearby systems, structures and
equipment. The equipment should not fail and should perform its intended function due to
interaction from water spray, flooding, and fire hazards should not cause.
 Anchorage information of equipment i.e. whether equipment is bolted or welded, if it is
bolted number of bolts, embedded length and diameter of bolt, if welded, size, number and
type of the weld. To evaluate the seismic adequacy of anchorage, the anchorage installation
and its connection to the base of the equipment should be checked. All accessible anchorage
should be visually inspected. All practicable means should be tried to inspect inaccessible
anchorage.
 Equipment base details, details of base frame of equipment its connection with floor i.e.
whether it is bolted, anchored or embedded, embedded steel details. For welds, a visual check
of the adequacy of the welded joint should be performed. For bolt, a visual check should be
made to determine whether the bolt or nut is in place and uses a washer where necessary.
Oversized washers or reinforcing plates are recommended for thin equipment bases. Lock
washers are recommended where even low-level vibration exists.
3.4.6 Soil, Foundation and Building Data
Soil, foundation and building properties also affect the performance of equipment. It includes the following
information.
 Type of soil
 Type of foundation and depth of foundation
 Type of the building, number of stories of the building, Codes used and seismic load
considered for design of the building.
 Estimated PGA and acceleration record at the base of the building.

3.4.7 Project Teams Comment
The project teams comment should include all the observations regarding the present condition of equipment
i.e. equipment anchorage, base frame and foundation condition equipment etc. Check whether cracks are
developed in concrete foundation of equipment or whether there is failure in anchorage of equipment due to
earthquake vibrations. Highlight the performance of the structure, system and equipment. Comment whether
the Factory and the equipment were operating and continued to operate, whether there was loss of structural
integrity and pressure integrity in case of mechanical equipment and loss of function in case of electrical and
instrumentation equipment during the earthquake.
3.5 Time History Plot.
The 1967 Koyna earthquake is recorded at 1 A gallery of Koyna dam at latitude 17 23 51N and
longitude 73 45 0E. This earthquake time history is digitalized and corrected for the time interval of 0.02
seconds and 536 points. The time history plot of longitudinal component of 10th Dec. 1967 Koyna
earthquake is shown in Fig. 4.1.The epicenter is 12.74 Km away from koyna dam and 7 Km away from
Koyna HPP Stage I & II. The earthquake has PGA 0.48g, peak velocity 19.6 cm/sec and peak displacement
1.33 cm.
Fig 3.1. : Time history plot of 11 Dec. 1967 koyna earthquake
-0.5
-0.4
-0.3
-0.2
-0.1
0.0
0.1
0.2
0.3
0.4
0.5
0 1 2 3 4 5 6 7 8 9 10 11
Time (Sec)
Acceleration(g)

3.5.1 Generation of Floor Response Spectra and Floor Acceleration Time History.
In the proposed work it is decided to estimate the level of accelerations seen by equipment at the equipment
anchorage level, hence it becomes necessary to evaluate the response of primary structure at floor level. For
this purpose floor response spectra and floor acceleration time histories are generated from the floor ground
motion.
3.6 History of Earthquakes in Warana Koyna Region.
Following Table Shows the detailed information / past record of koyna warana region earthquake with year,
its location time focal depth, magnitude etc.
Table.3.2 Earthquakes in Warana Koyna Region
NAME DATE /
YEAR
LOCATION TIME FOCAL
DEPTH
(KM)
MAGNITUDE INFORMATION
Koyna area, Maharashtra 13
December
1957
Koyna area,
Maharashtra,
17.300 N,
73.700 E,
OT=03:37:12
UTC
4 5.4
Tremors were felt
strongly in many
towns and cities
in western
Maharashtra,
Koyna area.
Koyna area, Maharashtra 04 June
1965
Koyna area,
Maharashtra
17.000 N,
73.400 E,
OT=03:37:12
UTC (9)
-
6
Koyna area,
Maharashtra
Kankan coast 25 April
1967
Mahad-
Goregaon
area,
Maharashtra,
18.260 N,
73.300 E
OT=03:53:19
UTC
D=051
kms
5.6
This event was
located on the
Konkan coast, to
the south-west of
Pune.
Koyna area, Maharashtra
13
September
1967
Koyna area,
Maharashtra,
17.600 N,
74.000 E, ,
OT=06:23:32
UTC (5, 9
D=004.0
kms 6.0
Felt strongly in
western
Maharashtra. Some
damage reported (7)
in the Koyna -
region.
December
1967
Koyna area,
Maharashtra,
17.450 N,
73.850 E, ,
OT=06:48:25
UTC (2
D=027.0
kms
6.5
200 people were
killed and many
villages in the
Koyananagar area
were severely
affected. The
Koyna Dam
suffered some
structural damage
and leaks were
observed in the
face of the dam.

south of Pune
26
September
1970
Wai area,
Maharashtra,
18.000 N,
74.000 E,)
OT=16:36:44
UTC (9
-
5.5
It is located
roughly 60
kilometres to the
south of Pune.
west of Guhagar near
Ratnagiri
17
February
1974
Arabian Sea,
17.500 N,
73.100 E (8) - -
5.0
- This event was
located off the
Konkan coast, to
the west of
Guhagar near
Ratnagiri
September
1980 .
Koyna area,
Maharashtra,
17.270 N,
73.760 E, ,
OT=16:39:14
UTC
D=033.0
kms 5.0
Strongest in a
series of small to
moderate
earthquakes from
this date to the
end of Sept.1980
September
1980
Koyna area,
Maharashtra,
17.260 N,
73.640 E,
OT=10:45:30
UTC
D=019.0
kms, (2 5.2
largest event in a
series of small to
moderate
earthquakes from
this date to the
end of September
1980
November
1984
Koyna area,
Maharashtra,.
17.280 N,
73.960 E,
OT=11:58:20
UTC (2
D=015.0
kms,
4.5
Felt strongly in
western
Maharashtra and
as far as Belgaum,
Karnataka. 2
injuries were
reported (10).
Nilanga-Killari area,
Maharashtra
18
October
1992
Nilanga-
Killari area,
Maharashtra,
18.100 E,
76.730 E,
OT=17:33:02UTC
(2)
D=025.0
kms,
4.3
Strongly in Latur
district and many
people rushed
outdoors in panic.
Many buildings
were damaged by
the tremor, which
was the largest
event in a swarm
that was felt in the
area from August
to October 1992.
Koyna area, Maharashtra 28 August
1993
Koyna area,
Maharashtra,
17.240 N,
73.730 E
OT=04:26:24
UTC (2)
D=005.0
kms,
4.8
Felt in western
Maharashtra,
including at
Mumbai and
Pune. 10 school
students were
injured in a
stampede that
broke out in
their school in
Ichalkaranji.
Slight damage
was reported for
this tremor

Killari area, Maharashtra 30
September
1993.
Killari area,
Maharashtra,
18.090 N,
76.470 E,
OT=22:25:50
UTC (2)
-
6.2
Among the
deadliest
intraplate
earthquakes on
record. Close to
8,000 people were
killed and
thousands injured
in the pre-dawn
earthquake.
Chandoli area,
Maharashtra
08
December
1993
Chandoli
area,
Maharashtra,
17.000 N,
73.650 E,
OT=01:42:17
UTC (2)
D=032.0
kms 5.1
1 elderly woman
died of a heart
attack and 6 were
injured in this
early morning
quake. It was felt
very strongly all
over western
Maharashtra and
Goa for close to
20 seconds.
Moderate damage
was reported in
several villages in
the epicentre area.
February
1994
Koyna area,
Maharashtra,
17.228 N,
73.523 E,
OT=09:30:55
UTC (10
5.0
1 person
hospitalised for
shock in the
Pimpri-
Chinchwad area.
Tremors were felt
for close to 18
seconds in
western
Maharashtra and
in Goa and
Karnataka
Killari area, Maharashtra 14
December
1995
Killari area,
Maharashtra,
18.131 N,
76.543 E,
OT=04:09:32
UTC (4)
D=010.0
kms,
4.6
10-12 wall
collapses were
reported from the
Umarga area of
Dharashiv
(Osmanabad)
district.
Koyna area, Maharashtra 12 March
2000.
Koyna area,
Maharashtra,
17.244 N,
73.707 E,
OT=18:03:52
UTC
D=05.0
kms
5.0
A moderate
earthquake struck
the Koyna region
in Maharashtra,
India, on 12
March 2000 at
23:33 PM local
time resulting in
some damage to
property in the
Koyna-Warana
region of
Maharashtra

Killari area, Maharashtra 19 June
2000
Killari area,
Maharashtra,
18.008 N,
76.532 E,
OT=08:22 4.6
Felt in
Marathwada,
Maharashtra.Also
felt at Solapur in
Maharashtra and
Gulbarga in
Karnataka.
Koyna area, Maharashtra
5
September
2000
Koyna area,
Maharashtra,
17.332 N,
73.790 E,
OT=00:32:43
UTC
D=010.0
kms
5.2
A moderate
earthquake struck
the Koyna region
in Maharashtra,
India, on 5
September 2000
at 06:02 AM local
time resulting in
some damage to
property in the
districts of
Kolhapur, Pune,
Ratnagiri, Satara
and Sangli in
Maharashtra
Koyna area, Maharashtra 14 March
2005,
Koyna area,
Maharashtra,
17.139 N,
73.687 E,
OT=15:13:45
UTC
D=25.0
kms
5.1
A moderate
earthquake struck
western
Maharashtra as
well as adjoining
areas of Goa and
northern
Karnataka on the
afternoon of 14
March 2005 and
lasted nearly 30-
seconds.It caused
damage in the
Chandoli-Koyna-
Warana region
and resulted in at
least 46 minor
injuries
Koyna area, Maharashtra 30 August
2005 -
Koyna area,
Maharashtra,
17.070 N,
73.770 E,
OT=08:53:20
UTC
D=10.0
kms,
4.7
A light earthquake
struck the Koyna-
Warana region in
Maharashtra,
India, on 30
August 2005 at
02:23 AM local
time causing
minor damage to
property in Patan
taluka.
Koyna area, Maharashtra 17 April
2006
- Koyna area,
Maharashtra,
17.003 N,
73.797 E,
OT=16:40:02
UTC
D=35.0
kms,
4.4 At 22:10 PM local
time causing
minor damage to
property in Patan
taluka.

Warana-Koyna region,
Maharashtra
21 August
2007 -
Warana-
Koyna
region,
Maharashtra,
ML 4.0
17.170 N,
73.770 E,
OT=19:15:51
UTC
D=5.0
kms,
4.0 A light earthquake
occurred in
Koyna-Warna
(Chandoli) region
of south-western
Maharashtra on
21 August 2007 at
00:45 AM local
time and caused
minor damage in
the epicentral
region.
Koyna region,
Maharashtra 30 July
2008
Koyna
region,
Maharashtra
17.324 N,
73.747 E,
OT=19:11:01
UTC
D=3.2
kms
4.3 A light earthquake
(M4.0-4.9 termed
as light) occurred
in the Koyna
(Koynanagar-
Helwak area)
region of south-
western
Maharashtra on
30 July 2008 at
00:41 AM local
time.
Koyna region,
Maharashtra
17
September
2008
Koyna
region,
Maharashtra
17.289 N,
73.815 E,
OT=21:47:15
UTC
D=10
kms,
4.9 The earthquake
centred in the
Koyna-Warana
area had a
magnitude of
Mb=4.9 and
caused
widespread
damage in the
epicentral region
and at least one
death near Pune.
Koyna region,
Maharashtra
2012
Koyna
region,
Maharashtra
17.289 N,
73.815 E,
- - 4.5
The earthquake
centred in the
Koyna-Warana
area had a
magnitude of
Mb=4.5 occurred
in Koyna-Warana
region.

C HAP T ER 4
SHAKE TABLE & MODELLING
4. 1 Significance
For excitation and checking the responses the shake table and measurement instrumentation are used.
Desktop Shake Table is a system which has a small desktop size and can simulate earthquakes, and obtain
very accurate positioning. The system is mostly used for educational purposes in Civil Engineering
departments, and also for small scale laboratory testing in structural mechanics, earthquake engineering, soil
and geology tests
Servo Electric Shake Table:
Fig.4.1 Servo Shake Table
This compact shake table is completely designed and developed by Teknik Destek Grubu, and being
demanded both by domestic and international researchers. Utilizing its servo motor and a quadrature
encoder for position feedback, system can apply point-to-point or sinusoidal movements and arbitrary
waveforms. Any acceleration or position profile can be read from ASCII files. Acceleration data is double
integrated to achieve the position-time curve. Then the position profile is applied to the table in a closed
loop manner. The system can be easily customized according to customer's needs by changing some
parameters like stroke, weight capacity, table size and etc.

4.2 Applications:
 Earthquake Simulation
 Educational Purposes in Structural Dynamics
 Small Scale Structural Dynamics Laboratory Testing
 Vibration Test
4.3 GeneralSpecification
Following table 4.1 shows the general specifications of shake table.
Table no 4.1General specifications of shake table
Title Dimensions Unit
Top Table Dimensions
(Length x Width x
Thickness)
50x50x1 Cm
Overall 80x60x20 Cm
Weight Capacity 50 Kg
Weight Applied 20 Kg
Stoke 200 Mm
Max. Force 1000 N
Max. Acceleration ±2 G
MAX. LINEAR
VELOCITY
500 Mm/Sn
MAX. FREQUENCY
±80mm
±2mm
1
10
Hz
Hz
MAX. TORQUE 1.2 N-m
SERVO MOTOR
POWER
750 Watt
Table no 4.2 General specifications of shake table test Materials and methodologies.
Table Material Aluminium
No of Axis Single Axis Horizontal
Movement Type a) Sinusoidal
b) Arbitrary Wave Forms
c) Earthquake Vibrations
Actuator Unit Servo Electrical Actuator
Motor Type AC Type Brushless Servo Motor
Motion Controller Control Box
Position Feedback Internal Quadrature Encoder
Optional Sensors a) External Position Transducer
b) Load Cell
Related Software TESTLAB Shake Table Capacity

4. 4 History of Shake table Evaluation
The shake table is a device that simulates a seismic event. It can also be used to create fictional “worst case”
scenarios or resonant frequencies. In computer controlled shake tables a computer program generates a
signal, and a digital signal is sent to a digital/analog converter, which sends a voltage to the amplifier. The
amplifier amplifies the voltage and sends it to the shaker platform to which the model is attached. The
Schierle Shake Table is a one-degree of motion shake table, meaning that it will move only in one lateral
direction.
Fig.4.2 the Schierle Shake Table
A model on a shake table with the same stiffness or resonant frequency as the prototype building, will act in
a way similar to that of the actual building. Mathematical equations and formula alone are not effective to
convey seismic behavior to students. In a hands-on pedagogical method, such as a model on a shake table,
students see the effects of seismic forces on a building and are better prepared to apply the formula learned
to an actual situation. Students then have better understanding of structures and a greater respect for seismic
forces.

4.5 Operation and scope
Input to Shake Table:
Fig 4.3 Setup the Equipment Assembly and the Input Assembly as per diagram.
Procedure of Operation
 Start the Application ‘TESTLAB SHAKE TABLE’.
 Give IP address as 192.168.2.12
 Adjust the equipment to Starting point by using MANUAL MODE.
 There are 3 modes for application of excitations, are as follows,
1. Manual Mode
2. Cycles Mode
3. Earthquake mode
 Under manual mode we can give a displacement and the velocity for it.
 Under Cycles Mode we can give excitation in the form of frequency, Amplitude & Cycles of
vibrations.
 Under Earthquake mode we can put the time history of past earthquake data and run the same
simulation of earthquake with required scale.
 Then start application KAMPANA.

 Make filter on and change setting of lower PB adjust it to the twice of frequency which is going to
check. For working with EARTHQUAKE mode use maximum limit of PB as 50.
 Start the recording of data.
 Then again go to the Application TESTLAB SHAKE TABLE and give input data for seismic
excitation as per the need.
 In the cycle mode when output frequency comes closer to the input frequency click on Log mm/Hz
so it record the all the accelerometers data in X, Y & Z direction.
 Then stop the recording of data as stop the recording excel file of Frequency verses displacement is
created load it and view in the excel sheet.
 In the Earthquake mode after completion of time history stop the recording and go to the require
channel and by exporting we can get the data as in the form of Frequency verses Acceleration,
Velocity or Displacement with each 0.01 sec. accuracy.
4.6 Servo Accelerometers:
A Servo accelerometer is used to pick up the ground vibrations. A servo accelerometer is also known as
Force Balance Accelerometer. A schematic diagram of an FBA is shown in figure. The acceleration to be
measured is applied along the axial direction of the transducer.
The FBAs have several advantages over mechanical accelerometer, such as:
I. Broadening the frequency range of the measurements.
II. The possibility to alter the natural frequency and damping of the transducer by changing the
electrical constants, and
III. Significant reduction of cross-axis sensitivity due to practically zero relative movement of the mass.
Fig 4.4 Arrangement Of Servo Accelerometers.

The measurements of digital accelerometers are more accurate and reliable in comparison with those of
analog instrument. The availability of the pre-event data, i.e. the data prior to the triggering of the instrument
substantially reduces the uncertainties associated with the initial velocity & initial displacement of the
ground motion for computing the ground velocity and displacement time histories by integrating the
recorded acceleration time history.
A motion is sensed by a displacement detector, a current is fed to the coil to get back the pendulum
mass to the original position. This current will be proportional to the acceleration, that is converted to an
output voltage. The Servo type accelerometer is for the Earthquake Monitoring or measurements of micro
tremor on the Civil Engineering Structures because of its higher sensitivity and stability or more accurate
phase responses in the lower frequency range than those of other vibration transducer by using shake table
and servo accelerometer various wave forms are generated as shown in fig 4.5
Fig.4.5 various wave forms
1. Name of Manufacture:
MILENIUM TECHNOLOGIES (I) PVT. LTD., BANGALORE
2. Name of Instrument: - SERVO SHAKE TABLE
3. Capacity of Instrument -: 30 Kg
4. Instrumentation with Shake Table:
5Accelerometers, MILDAK Data collection system, Processing software like LAB SHAKE
TABLE TEST and KAMPANA

4. 7. Materials
There are various types of material which can be used for interface. The study of properties with respect to
interface type, group, density, hardness, weight etc. are discussed in this chapter.
The model for shake table test is prepared by Aluminum.
Selection of Material for Sample Model
Various parameters are considered for selection of material for model making. Among which ‘Stiffness’ of
member plays a vital role for governing the strength of member. ‘Stiffness’ of member is composed of
‘Moment of Inertia’ and ‘Modulus of Elasticity’. From studying all the parameters we choose
‘ALUMINIUM’ as simulated for ‘STEEL’.
Table 4.3 Materials And Their Engineering Properties.

a) Engineering properties of aluminum :
Following are the details of engineering properties of aluminum which includes Density , Hardness,
tensile yield strength, Ultimate tensile strength ,Elongation of break , modules of elasticity , Ultimate
Bearing strength, Poissons ratio, Fatigue strength, Fracture Toughness , Shear strength.
Table.4.4 engineering properties of aluminum
Properties Values
Density 2.7 g/cc
Hardness 95
Tensile Yield Strength 276 Mpa
Ultimate Tensile Strength 310 Mpa
Elongation of break 12%
Modulus of Elasticity 68.9 Mpa
Ultimate Bearing Strength 607 Mpa
Poissons Ratio 0.33
Fatigue Strength 96.5 Mpa
Fracture Toughness 29 Mpa
Shear Strength 207 Mpa
b) Engineering properties of STEEL:
Following are the details of engineering properties of Steel which includes Density of material,
Compressive Strength, Flexural strength, Tensile Strength, Modulus of Elasticity, Poissons Ratio,
and Shear Strength.
Table.4.5 engineering properties of STEEL
Properties Values
Density 7850 Kg/cum
Compressive Strength 20-40 Mpa
Flexural strength 3-5 Mpa
Tensile Strength 250Mpa
Modulus Of Elasticity 210 Mpa
Poissons Ratio 0.3
Shear Strength 8.1Mpa

The comparison of various engineering properties for material is as follows:
Table-4.6 Comparison of Engineering Properties of Aluminum and Steel
Engineering Properties ALUMINIUM STEEL
Modulus of Elasticity
(GPa)
70 210
Poisson’s Ratio 0.34 0.3
Specific Gravity 2.7 7.85
Shear Modulus (GPa) 28 80

C H A PT ER 5
EXPERIMENTAL SETUP
5.1 Prototype FactoryShed Configuration:
For the study purpose we are going to study one ordinary building. These building have following
configurations
 Sugar Factory shed having size =30m X 22.5m
 Sugar Factory shed is Steel structure With truss mounted over having eaves height 12.0 m
 Sugar Factory shed is located in the zone IV.
 Sugar Factory shed frame is O.M.R.F.
 Sugar Factory shed carries D.L. of 4.667 KN/m2 and L.L. of 2.520 KN/m2
 Wind load 1.450 KN/ m2
 Sugar Factory shed constructed over Rocky soil strata.
 Self-Weight of welded roof truss ( w= 411.45 N/ m2)
Table 5.1-Angle Sections & Materials used for the Truss
Principal Rafter
2ISA 90X90X6
Horizontal members in tower body 2ISA 110×110×10
Purlin ISMC100
Horizontal members in truss 2ISA 90X90X6
Struts 2ISA 90X90X6
Vertical members in Truss body 2ISA 90X90X6
Sag tie 2ISA 90× 90 ×10
Ties 2 ISA 90X90X6
Main tie 2ISA 90× 90 ×10
Supporting Columns 2ISMB 350
Asbestos sheet Trafford Asbestos sheet (1.68 m)

The schematic model of aluminum material is prepared for the shake table test. The model represents the
actual factory shed of 30m x 22.5 m.
5.1.1 Plan of prototype factory shed
Fig.5.1 Plan of prototype factory shed
5.1.22Elevation of prototype factory shed
fig5.2Elevation of prototype factory shed
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5.1.3Span Details with Column connections.
Fig.5.3 Footing Anchorage Fig.5.4 Column Details.
Fig.5.5 Gusset Connection Fig 5.6. Ridge connection
Fig 5.7. Span Details with Column connections.

5.2. Sample Model
By considering all the parameters and scaling factors sample model is prepared. For Preparation of
sample model we use the Aluminum sections of various sizes and of various length as per the above
design. For the connection bolts of 0.50mm are used with nuts as well as Gusset plate is joined by
Welding .50mm thick. Aluminum sheet of thickness 2mm+2mm used as floor level in the sample model.
5.2.1 Plans & Elevation for Sample Building Model for SHAKE TABLE:
Fig 5.8 Plans for Sample Building Model:
Fig5.9 Elevation for Sample Building Model for SHAKE TABLE
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Fig .5.10 Photographs of Aluminum Model

5.3. Connectionfor Model
We have various types of connection available with us for making of model. The types of connection are as:
1. Rigid connection
2. Pinned connection
The available rigid connections are the Welding and Gluing of the member. For the gluing of member
Epoxy glue can be used. But after some study it is realize as it is not sufficient to connect them. So we
decided to go with pinned connections.
Among the all we are going to adopt Bolting connection for making of model. Which is best suited for
model flexibility. So are going to provide flat headed bolts of varying diameter and length for connections.
Columns are two channels of same size laced or welded back to back ,We are also provide Cleat Angles for
the connection of member to the column base. Some extra connection holes are provided in the Model so as
to it can be utilized for different plan configuration also, welding to the truss joints column Bases and gusset
joints.
The material used as member of model is:
 Aluminum metal sheet 26 gauge
 Aluminum T 0.5mm.
 Aluminum C 0.5 mm.
 Aluminum sheet (3’ x 2’x 16gauge).
 Aluminum L section 10mm
The bolt used for model making are as: Machine screws 0.50mm size Nut & Bolts .
Fig 5.11 Connection for Model

5.4 Model Design
The dynamic behavior of a structure can be fully identified by means of three basic quantities, i.e. mass,
stiffness and restoring force. In this experiment, considering the carrying ability and the size of the shaking
table, the scaling factor S1 is chosen to be 1/60 for Length. The scaling model is built with a height of 0.30m
scale ratio Aluminum is used to simulate the concrete of the prototype structure. Because the scaling factor
of elastic modulus SE should be determined by two kinds of materials, after examining the material test
results, the overall SE is chosen to be 1.46. Third, since there is a limit effective frequency band of the triple
shaking table system, the scaling factor of time St is selected to be 1/7. All of other scaling factor can be
derived, and some of which are listed in following table:
Table No. 5.2 Model Scaling Factor
5.4.1 Calculationof ScalingFactor:
1. The length = S1 = 1/60
2. Elastic Modulus = Se = 70/210 = 0.33334
3. Time = St = 1/7
4. Acceleration = Sa
=
S1
St2
=
1/60
1/72
= 0.8150
5. Mass = Sm
= (Se x S1
2) /Sa
= ( 0.3334 X
1
60
2
) /0.8150
= 0.0001136 =
1
8800
Parameters Symbols Relationships
Length S1 -
Elastic Modulus SE -
Acceleration Sa -
Mass Sm Sm=(SE X S1
2) /Sa
Time St
St = √
S1
Sa
Frequency Sf Sf = 1 / St
Force SF SF = SE X S1
2

6. Frequency = Freq
=
1
St
=
1
1
7
= 7
7. Force = SF
= Se X S1
2
= ( 0.33334 X
1
60
2
)
= 0.00009259=
1
10799
5.4.2 Calculated scaling Factor for Sample Model:
Following Table no. 5.3 shows parameters considered for Scaling factor for prototype model and various
factors considered for its base shear calculation and shake table Analysis.
Table No: 5.3 Calculated Scaling Factor for Sample Model
Parameters Symbols Factor
Length S1 1/60
Elastic Modulus Se 0.3334
Acceleration Sa 0.8150
Mass Sm 1/8800
Time St 1/7
Frequency Sf 7
Force SF 1/10799

5.5 Shake Table Analysis
Free vibration test Analysis is compared with Base shear Calculation
5.5.1fundamental frequency
In this test Fundamental Frequency Applied at Base of Model Connected to Shake table as input motion.
Accelerometers are connected and the response at the various levels is recorded.
Further the Observed fundamental time period And Output Results Are compared With Seismic Analysis
results Obtained in E-Tabs Software.
5.6 Seismic Analysis
5.6.1 Eigen Value Analysis.
Eigen value analysis is performed to determine the un-damped free-vibration mode shapes and frequencies
of the system. These natural modes shapes provide an excellent insight into the behavior of the structure.
From the natural frequency of structure it can be judged whether it is a flexible system or a rigid system. The
dynamic properties of system extracted in this analysis forms the basis for further dynamic analysis i.e.
response spectrum analysis and time history analysis. Eigen value analysis involves the solution of the
generalized Eigen value problem.
5.6.1.1 Mode shapes
For Present Work of Eigen value Analysis is Performed For Sugar Factory Shed. Mode Shapes Are
calculated by software itself as both truss is welded and act as rigid, analysis give 12 mode shape results .
In the present work Eigen value analysis is performed for Sugar Factory shed having 30 meters span truss
with twelve numbers of columns spanning five meters for first four spans & last span is 2.5 meters with
eaves level height 12 m and rise is 3 meters. Mode Shapes Are calculated by software itself as both truss is
welded and act as rigid, analysis give 12 mode shape results
5.6.1.2 Maximum Displacements.
The Eigen value analysis is performed to determine frequencies of structure in each direction and to study
the behavior of structure viz. mode shape of structure, peak deformation, peak displacement and the forces
developed in structural members at that frequency. The results from this analysis for factory shed are
discussed below in Chapter 6.

5.6.2 Time history Analysis
The time history analysis is performed. Therefore following are the loadings considered. For time history
analysis 10 December 1967 Koyna earthquake time history is used. The PGA for this acceleration time
history is 0.48g. Time History plot of Koyna Earthquake 1967 used for Time History Analysis is shown in
Fig. 6.4.
Fig. 5.12.Time History plot of Koyna Earthquake 1967 for Time History Analysis
Next seismic analysis performed is response spectrum analysis. For this analysis loading used is
response spectra from Koyna earthquake time history for coupled analysis. The floor spectrum is
constructed for 100 Hz range with total 130 frequency points closely spaced.
For earthquake loading following load combination is used as per IS: 1893 (Part IV)-2005 clause
7.3.2.1. The maximum of the following cases is used for qualification purpose. Here X and Y are two
orthogonal directions and Z is the vertical direction.
0.3 0.3
0.3 0.3
0.3 0.3
ELx ELy ELz
EL ELx ELy ELz
ELx ELy ELz
  
   
  
TIME HISTORY PLOT FOR LONGITUDINAL COMPONENT OF KOYNA EARTHQUAKE
DATE - 10/12/1967, MAGNITUDE - 6.5, PGA - 4.802g
-0.5
0.0
0.5
0 12
Time(Sec)
Acceleration(g)
Longitudinal

5.6.3 Floor response Spectra
The FRS describes maximum (absolute) acceleration responses of a series of single -degree-of-freedom
(SDOF) oscillators which have different damping ratios and natural frequencies and which are assumed to
be mounted on the floor under consideration. Here FRS is developed from cascade approach. Following
steps are taken for generation of FRS by this approach.
1. Sufficient number of nodes depending on equipment position and significant portion of floor are
selected. Care is taken that this node location will represents the overall floor under
consideration. Further floor acceleration time history in x directions are requested at these
selected node location.
2. In this step absolute floor acceleration time histories are derived at node location selected above
by adding ground motion acceleration time history to the relative floor acceleration time history
extracted in first step.
3. Response spectrum is generated for all the absolute time histories derived above. Sufficiently
small frequency interval is selected to produce accurate response spectra, including significant
peaks normally expected at the natural frequencies of the supporting structures. Total 6 frequency
intervals have been chosen.
In this step, response spectrum generated in above step for a particular direction is superimposed over each
other. The envelope of all these superimposed response spectrum is developed which is nothing but the floor
response spectra in that particular direction for a particular damping, Here all the FRS are generated for 7%
damping, which is the damping value used for steel structure in the analyses.

C H A P TER 6
ANALYSIS BY E-TABS SOFTWARE
6.1 General
Due to advancement in computers, mathematical modeling of civil structure has become more elaborate.
Different commercial software packages are available in which the mathematical modeling and different
analysis of structure can be done. While preparing mathematical model it is required to make a number of
assumptions depending upon the structure type, analysis requirement and software selected for modeling.
The main aim of mathematical modeling is, to get the response of structure for fundamental natural time
period , frequency , Mode Numbers , mass participations , Displacements With Time History analysis as
close to as response obtains under real condition.
In the present work it is required to model the warana sugar factory shed i.e. Bagasse storage shed structure
using the modeling technique. For this purpose a commercially available software package called E-TABS
2014 is used. The details of arrangements of civil structure, their structure MATERIALS and assumption
made during their mathematical modeling are explained, further the explanation regarding Eigen value
analysis free vibrations and mode shapes results for FACTORY SHED structure is presented.
6.2 Details procedure of Modeling, Material Properties and Section Properties
As the properties of Civil Structure and the arrangement of all equipment in all Units are varying, Bagasse
storage unit with proper trusses resting on steel columns is selected is for E-TABS modeling. Figure below
shows an isometric view of mathematical model generated for factory shed and next Figure shows realistic
plot of model side view. The details of arrangement factory shed elements in model are shown in Figure.
The details of material properties and Section property for different element used in factory shed are given
in Table respectively. As it is only steel structure no any RCC property is defined besides Asbestos roofing.
Following are the details of ETAB modeling of factory shed.

6.3 Seismic Analysis by Using E-Tabs
Following fig 6.1 & 6.2 shows building plan grid system and storey data definition with storey dimensions
& grid dimensions.
Fig.6.1 Building grid Plan of warana sugar factory shed.
Following Fig.6.2 shows final project model of 30 meter span Truss with Grid spacing and Elevation
Fig.6. 2 Plan And Elevation of warana sugar factory shed .

Following fig.6.3 shows E-Tabs model, plan and three dimensional views of sugar factory shed
Fig.6.3 Plan And 3d view of warana sugar factory shed.
Following fig.6.4 shows E-Tabs model, plan and three dimensional views of sugar factory shed for material
properties of steel FE250 with its specifications.
Fig.6.4 Fe 250 Material properties of warana sugar factory shed.

Following fig.6.5 shows E-Tabs model, Elevation and three dimensional views of sugar factory shed for
material properties of steel (Fe250 ), ISMB350 with its specifications & properties .
Fig.6.5 ISMB 350 Material properties of warana sugar factory shed .
properties of steel (Fe250) , 2 ISA 90x90x6 with its specifications .
Fig.6.6.. 2ISA 90X90X6 Material properties of warana sugar factory shed .

properties of steel (Fe250) , ISMC 100 for truss purlin with its specifications.
Fig.6.7 ISMC 100 Material properties of warana sugar factory shed .

Table 6.1: Details of Material for Property warana Sugar Factory Shed.
Material
ID
Grade
of steel
Properties
Remark
Material
Weight
per
meter(W)
N
Sectional
area
Cm2
Modulus
of
Elasticity
KN/m2
Poisson’s
Ratio
Damping
Principal
Rafter
Fe250
Fe250
2ISA
90X90X6
160.9 10.47 1.999E+08 0.3 7%
Central member of
truss
Purlin ISMC100 90.3 11.70 1.999E+08 0.3 7%
Member supporting
roof
Horizontal
members
in truss
2ISA
90X90X6 160.9 10.47 1.999E+08 0.3 7%
Compression/
Tension members
Struts 2ISA
90X90X6
160.9 10.47 1.999E+08 0.3 7%
Compression/Tension
members
Vertical
members
in Truss
body
2ISA
90X90X6 160.9 10.47 1.999E+08 0.3 7%
Compression/
Tension members
Sag tie 2ISA 90×
90 ×6
160.9 10.47 1.999E+08 0.3 7%
Compression/
Tension members
Ties 2 ISA
90X90X6
160.9 10.47 1.999E+08 0.3 7%
Compression/
Tension members
Main tie 2ISA 90×
90 ×6
160.9 10.47 1.999E+08 0.3 7%
Compression/
Tension members
Supporting
Columns
2ISMB
350
514.0 66.71 1.999E+08 0.3 7% Column
Asbestos
sheet
Asbestos
cement
Trafford
Asbestos
sheet
(1.68 m)
1.999E+08 0.1 - Roofing material

C H A P TER 7
RESULTS & DISCUSSIONS
7.1 General
All the structure system, equipment, of warana Sugar factory are surveyed to collect Earthquake
Experience Database As shown in Annexure. Also, Warana Sugar factory shed prototype model is tested
by shake table equipment Further Mathematical modelling of same factory shed is prepared and
analyzed By E-tabs software.
7.2 Earthquake Experience Database
Table 7.1 shows the list of mechanical equipment, list of electrical equipment and Process House Equipment
as follows.
Table 7.1: Mechanical, Electric Equipment & Process House Equipment
Sr. No Name of Equipment Types of Equipment
1
Cane Preparation Equipment
Cane Feed Table
2 Heavy Duty Fibrisers
3 Belt Conveyors
4 Electromagnetic Separators
5
Juice Extraction Equipment
Cane Crushing Mill
6 Pressure Feeders
7 Inter carriers
8 Mill Drives & Reduction Gearing
9
Instrumentation
Mill Control System
10 PH Control system
11 Evaporators Station Control System
12 Pan Control System
13 Vertical Crystallizer Control System
14 Boiler Control System
15 3 Phase Induction Motors
16 Air Compressors

Sr. No Name of Equipment Types of Equipment
17 Blower
Secondary Blower
Bagasse Blower
Mill Blower
18 Fans
19 Chillers
20 Piping System
21 Ducts
22 Cranes
23 Bagasse Bailing Machine
24 Five Roller Mill
25 Drum Level Controller
26 Shredder
27 Belt Conveyors.
Table no 7.2 Process House Equipment
Sr no Name of Equipment Types of Equipment
1
Process House Equipment
Clarifiers
2 Sulphitation System
3 Rotary mud Filter
4 Evaporators- Roberts / kestner
5 Juice Heaters
6 Pan Circulators
7 Entrainment Separators / poly
Baffles
8 Vacuum & Seed Crystallizers.
9 Horizontal Batch Crystallizers.
10 Vertical Continuous Crystallizers.
11 Horizontal Batch Crystallizers
12 Massecuite Reheaters.
13 Condensers
14 Pump & Valves
15 Sugar Dryers
16 Sugar Screens

Table 7.3: Electrical Equipment
Sr. No Name of Equipment Type of Equipment
1 Electric Equipment F.D control (First Drop)
D.B control (Double Drop )
I.D control (Initial Drop)
2 Switchgear
Circuit Breaker
Current breaker circuits
3 Pressure Control Centre
4 Control panel
5 Distribution Panel
6 Motor Generator
7 Lighting Fixtures
7.2.1 Seismic Evaluation Walkdown Sheets Analysis Table.
The seismic evaluation walkdown sheet (SEWS) of the Factory was conducted by the project team
at warana sugar factory. The data of the equipment was collected following the guidelines given in chapter 3
for each equipment. The check list is made based on the past good or bad performance of the equipment,
during past earthquake. SEWS have been prepared to bring out the various parameters of the equipment
which has witnessed the earthquake Viz. name of the industry in which the equipment has experienced the
earthquake, equipment data in which name of the equipment and manufacturer of the equipment etc.,
earthquake experienced by the equipment, equipment anchorage details in which welded or bolted
connection, if bolted then no. of bolt and if welded then length & type of weld. The data regarding
equipment supporting structure, in which soil, foundation and building data on which the equipment is
mounted. The project team’s comment on the performance of the Factory and the equipment during the
earthquake. The names of the team of officials who collected the data. The details of the data collected are
filled in the SEWS and are brought out in following equipment lists as given follows.

52
7.2.1.1 Target of the Data Acquisition at warana Sugar Factory.
Following table 7.4 shows process house equipment in sugar factory for preparation of seismic evaluation sheets (SEWS) with Probable
numbers of equipment count and its photographs sketches besides their availability and detailed data is collected in following data
sheets with detailed remark .
Table 7.4: Details of equipment data collected at warana Sugar Factory. √ = Available, X = Not Available
Sr.
No.
Name of Equipment No. of
Equipment in
the Factory
Data
Collected
Remark (No. of
Data Sheets)
Photos Sketch Details of Data Collected (NOTE*)
1 2 3 4 5 6 7 8
Process House Equipment :
1 Cane Feed Table 4 1 1 SEWS √ X √ √ √ √ √ √ √ √
2 Swing type Heavy Duty cane Fibrisers 1 1 1 SEWS √ √ √ √ √ √ √ √ √ √
3 Belt Conveyors 54 1 1 SEWS √ X √ √ √ √ √ √ √ √
4 Electromagnetic Separators 8 1 1 SEWS √ X √ √ √ √ √ √ √ √
5 Cane chopper 2 1 1 SEWS √ X √ √ √ √ √ √ √ √
6 Oil Pump 8 1 1 SEWS √ √ √ √ √ √ √ √ √ √
7 Cane Crushing Mill 5 1 1 SEWS √ X √ √ √ √ √ √ √ √
8 Air Compressors 8 1 1SEWS √ X √ √ √ √ √ √ √ √

53
Sr.
No.
Name of Equipment
No. of
Equipment
in the
Factory
Data
Collected
Remark (No.
of Data
Sheets)
Photos Sketch
Details of Data Collected
(NOTE*)
1 2 3 4 5 6 7 8
9 Milling Train 5 1 1 SEWS √ X √ √ √ √ √ √ √ √
10 3 Phase Induction Motor 29 1 1 SEWS √ X √ √ √ √ √ √ √ √
11 Bagasse Bailing Machine 3 1 1 SEWS √ X √ √ √ √ √ √ √ √
12 Crystallizer Disk Type 4 1 1 SEWS √ X √ √ √ √ √ √ √ √
*
TOTAL 131 - 12 SEWS - - - - - - - - - -
SEWS = Seismic Evaluation Walkdown Sheets
NOTE*: 1 – Industry Details 5 – Soil, Foundation and Building Data
2 – Equipment Data 6 – Project team’s Comment
3 – Earthquake Experienced by Equipment 7 – Data Collection Information
4 – Anchorage Information 8 – Equipment Photo or Sketch

“Seismic Qualification Of Warana Sugar Factory By Analysis, Shake Table Test & Earthquake Experience
Database.”
7.2.2 Equipment Foundation and Anchorage Details
The anchorage of equipment plays an important role in the performance of mechanical,
electrical and instrumentation devices. The anchorage should be strong enough to sustain seismic
forces so that equipment continues to operate during and after the earthquake. Poor and insufficient
anchorage of equipment results in either failure of anchorage or failure of equipment. There are
many evidences which cause failure of equipment due to poor anchorage and foundation such as
generally piping fails due to failure of concrete pedestal or failure of fixtures, toppling of Fiberizer
occurs due failure of barrier or stopper, pumps, compressors, motors fails due to failure of anchor
bolts or wielding.
In case of Warana Sugar Factory all equipment performed well during and after the
earthquake, they seen four major earthquake having PGA up to 0.5 g since 1967. There is no any
failure of equipment anchorage and base frame of equipment during and after earthquake. Current
condition of equipment anchorage, its base frame and foundation is good. Thus it is proved that the
anchorage details of equipment in Process House are strong enough to sustain the earthquake having
PGA up to 0.5 g. Following are the details of some equipment foundation, base frame and anchorage.
7.2.2.1Heavy Duty Fibrisers Anchorage Details.
Fig.7.1: Foundation and anchorage details of Heavy Duty Fibrisers.

Database.”
The Heavy Duty Fibrisers are located at the ground floor plan on isolated footing . The
detailed layout sketch of foundation and anchorage of Heavy Duty Fibrisers is shown in Figure
bolts are connected to RCC beams by anchor bolts by MS plates. The anchor bolt is embedded deep
in RCC beam and bolts are welded or connected to reinforcement of concrete beams. Heavy Duty
Fibrisers was in working condition during and after the earthquake. There was no damage to
supporting condition of the Heavy Duty Fibrisers was not moved during the earthquake.
Fig.7.2: Foundation and anchorage details Swing type Heavy Duty cane Fibrisers ,Cane
chopper ,Oil Pump ,Crystallizer Disk Type
Foundation of Swing type Heavy Duty cane Fibrisers, Cane chopper, Oil Pump, Crystallizer
Disk Type of concrete pedestal. Fig shows the foundation and anchorage details of Pumps, Heavy
Duty cane Fibrisers, Motors and Compressors. It is R.C.C. concrete block and monolithic with
adjacent R.C.C. slab or floor. The reinforcements of pedestal and floor are connected to each other
by wielding. The base frame of equipment is wielded or bolted to MS plate and the MS plate is
connected to R.C.C. pedestal by anchor bolts. The anchor bolts of equipment are fastened in concrete
pedestal and connected to its reinforcement. There is no failure of pedestal, anchorage bolts and any
equipment in process house during and after the earthquake.

Database.”
7.2.2.2 Anchorage details above equipment.
Fig.7.3: Foundation and anchorage details of Swing type Heavy Duty cane Fibrisers
Cane chopper, Oil Pump, Crystallizer Disk Type
These are Heavy Duty cane Fibrisers directly connected to Raised footing floor by Base
Frame of channel section. The panels are wielded to base frame and the base frame is anchored in
floor. Somewhere the lower flanges of channel sections of base frame are embedded in R.C.C. floor.
Anchor bolts are fastened and wielded to reinforcement of floor. The layout of foundation and
anchorage details of equipment is shown in Fig. All control panels performed well and there is no
failure of anchor bolts and base frame during and after the earthquake.
7.3 Performance of Warana Sugar Factory
7.3.1 Performance of Civil Structure
The building or civil structure of is a steel framed structure the structure is well designed. The
Warana Sugar Factory is operating continuously for Production of Raw Sugar. The Factory was
running during all earthquakes which are considered for experience based data collection of
equipment. The Factory was in working condition or operational during and after earthquake. The
equipment in the Factory were also in working condition or operational during and after earthquake.
The equipment in the Factory was well anchored or bolted to the supporting base frame or embedded
in concrete block.

Database.”
7.3.1.1 Performance of equipment
The Experience database of following Major equipment was conducted in this thesis work. The
details of which are in Annexure below swing type heavy duty cane fibrisers experience database is
prepared.
 Air Compressors
 Cane Feed Table
 Swing type Heavy Duty cane Fibrisers
 Belt Conveyors
 Electromagnetic Separators
 Cane chopper
 Oil Pump
 Cane Crushing Mill
 Phase Induction Motor
 Bagasse Bailing Machine
 Crystallizer Disk Type
 Milling Train
Above all equipment and devices performed well during earthquake. All equipment was operational
during and after earthquake. There was no damage to structure and equipment due to earthquake.
The structures and equipment have seen very large earthquakes but there was no failure due to
earthquake.
The four earthquakes are considered for collecting earthquake experience based data collection of
equipment
Table 7.5 Earthquakes in Koyana – Warana Region
Date Location Magnitude PGA
10/12/1967 Koyna 6.7 0.48
17/10/1973 Koyna- warana 5.2 ----
01/02/1994 Koyna-warana 5.4 0.21
08/12/93 Chandoli 5.1 ----

Database.”
7.3.2 Summary Report of performance of Equipment in Warana Sugar Factory
The major concern during earthquake has been regarding the performance of Equipment wherein real
concern is whether small movement in these components will lead to spurious signal, resulting into
failure in their function. The concern is also regarding the equipment supports and also the
performance of the anchored panel which supports many of the instrumentation devices. The
method that is used to demonstrate the performance of these equipment is to put them on shake table
and demonstrate their functional performance when the realistic input motion to be seen by the
equipment during earthquake i.e. ground motion in case the equipment is in free field and the floor
motion in case the equipment on higher elevation of the building are given to the shake table.
In the shake table test the equipment are mounted on the shake table which is made up of steel
sections. As such the real coupled responses between the equipment, pedestal or the foundation and
the civil structure is missing. As such the real performance should come from the panels mounted on
civil structure which experience the real earthquake. The equipment performance data on the number
of electrical and instrumentation panels and equipment have been tested. However, outcome of these
is that the equipment performed well without generating any spurious signal or without loss of
function of the equipment, apart from the instances viz. opening of the door wherein door latch was
spring loaded and further damage to the hinges of the door when the door once opened, banged on to
the panel, the reaction of which lead to failure in the hinges.
In recent times earthquakes have been witnessed by industries viz. Koyna Hydro Power
Station, which witnessed the Koyna earthquake on 1967. The sub-stations at Bhuj; IFFCO and the
Kandla Port Trust at Kandla; Digvijay Cement, GFSC, Gujarat Electricity Board and Reliance
Industry at Jamnagar and TATA Chemical at Mithapur which witnessed the Bhuj earthquake at 2001
and Uri Hydro Power Station which witnessed 2005 Muzaffarabad earthquake.
The present report brings out the performance of the mechanical equipment, electrical
equipment and the instrumentation panels in the Warana Sugar Factory Air Compressors ,Cane Feed
Table, Swing type Heavy Duty cane Fibrisers, Belt Conveyors ,Electromagnetic Separators ,Cane
chopper ,Oil Pump, Cane Crushing Mill ,3 Phase Induction Motor Bagasse Bailing Machine,
Crystallizer Disk Type ,Milling Train .The performance of these equipment from Factory has been
collected.

Database.”
7.3.3 Performance of the Heavy Duty Fibrisers
Summary of the Seismically Qualified equipment is brought out below.
Heavy Duty Fibrisers: In all there it is process house Equipment. The Heavy Duty Fibrisers
mounted over R.C.C isolated raised platform. Heavy Duty Fibrisers performed well during
earthquake.
This Warana Sugar Factory has seen acceleration 0.48g. The above performance indicates that so far
the civil structures on which these equipment are mounted stand, these equipment continue to
perform their normal function, without any loss, as well as, they do not generate any spurious signal
i.e. to say that these equipment are quite rugged enough to withstand earthquakes even with a free
field acceleration of 0.48g and there is a need within the engineering community to built confidence
on the equipment performance based on such data acquisition and also to believe further that they
will perform well at least the equipment of the model or type of the manufacturers which withstood
earthquake. Further as the equipment of other manufacturers are also having similar construction,
there is also need to believe that such similar equipment which have performed well during the
earthquake will have same resistance for earthquake loading and to say that there is no specific
requirement of conducting shake table tests on these equipment which will lead to saving in cost
towards the shake table test which is to the tune of about Rs. 30 Lakhs including cost of the
equipment, cost of the shake table and cost of the manpower engaged in the testing.
7.3.4 Performance of the equipment
All the equipment in Warana Sugar Factory like Air Compressors ,Cane Feed Table ,Swing type
Heavy Duty cane Fibrisers ,Belt Conveyors ,Electromagnetic Separators ,Cane chopper ,Oil Pump
,Cane Crushing Mill , 3 Phase Induction Motor ,Bagasse Bailing Machine ,Crystallizer Disk Type,
Milling Train . There was no failure in that equipment, the Process House and the civil structure
could withstand the earthquake. For the equipment which survived during the earthquake, the details
of the equipment viz. industry details, equipment data, earthquake experienced by the equipment,
anchorage details of the equipment, soil, foundation and the building data have been collected and
are brought out in SEWS. The SEWS for all the equipment at Warana Sugar Factory are available at
one place. The seismic walkdown sheets are in Annexure. The summary of the data collected of the
equipment that is Process house equipment is given in Annexure-Summary.

Database.”
7.4 Shake Table Tests
Shake table tests were conducted on the prototype model for getting practical results of peak
displacement, peak Acceleration, natural time period of prototype structure, further Time
History Analysis is Done to check behavior of structure under koyna Earthquake of 11, Dec,
1967.
7.4.1 Shake table test result of frequency in X direction.
The earthquake shake table model was mounted on controlled artificial shaking arrangement for
which vibration along models X- Direction. The fundamental natural frequency of the sugar factory
model was observed 4.5 Hz for more accurate results test was conducted in 6 numbers of sets.
Table 7.6 Accelerometers location / mounting position over prototype model .
Sr
No
Channel Numbers Location
1 CH .01 X Base floor / foundation.
2 CH .02 X Centre of column.
3 CH .03 X Bottom of Truss.
4 CH .04 X Crown Of Truss.
Fig 7.4 Accelerometers location / mounting position over prototype model

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