all chapters project group no 11

“Seismic Qualification Of Warana Sugar Factory By Analysis, Shake Table Test & Earthquake Experience Database.”

C H A P T E 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.

TATYASAHEB KORE INSTITUTE OF ENGINEERING AND TECHNOLOGY, WARANANAGAR 1


1.2 Various Qualification Techniques

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.



C H A P T E 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 TATYASAHEB KORE INSTITUTE OF ENGINEERING AND TECHNOLOGY, WARANANAGAR 8


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 T E R 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 10 th 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.

-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)

Acce

lera

tion

(g)

Fig 3.1. : Time history plot of 11 Dec. 1967 koyna earthquake

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 5.4Tremors 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

5.6This event was located on the

Konkan coast, to the south-west of

Pune.

Koyna area, Maharashtra13

September 1967


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.

Koyna area, Maharashtra 10 December

1967


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 Pune26

SeptembeWai area,

Maharashtra, OT=16:36:44

UTC (9 5.5It is located roughly 60



r 1970 18.000 N, 74.000 E,)

- 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

Koyna area, Maharashtra 02 September 1980 .


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

Koyna area, Maharashtra 20 Septembe

r 1980


17.260 N, 73.640 E,

OT=10:45:30 UTC

D=019.0 kms,

(25.2

largest event in a series of small to

moderate earthquakes from

this date to the end of September

1980Koyna area, Maharashtra 14

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


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 Septembe

r 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.

Koyna area, Maharashtra 01 February

1994


17.228 N, 73.523 E,

OT=09:30:55 UTC (10

5.01 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


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.


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


18.008 N, 76.532 E,

OT=08:22 4.6Felt in

Marathwada, Maharashtra. Also felt at Solapur in Maharashtra and

Gulbarga in Karnataka.

Koyna area, Maharashtra5

September 2000


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 -


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,


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,


- - 4.5The earthquake centred in the

Koyna-Warana area had a

magnitude of Mb=4.5 occurred in Koyna-Warana

region.



C H A P T E R 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 General Specification

Following table 4.1 shows the general specifications of shake table.

Table no 4.1General specifications of shake table

Title Dimensions UnitTop Table Dimensions(Length x Width x Thickness)

50x50x1 Cm

Overall 80x60x20 CmWeight Capacity 50 KgWeight Applied 20 KgStoke 200 MmMax. Force 1000 NMax. Acceleration ±2 GMAX. LINEAR VELOCITY

500 Mm/Sn

MAX. FREQUENCY±80mm±2mm

110

HzHz

MAX. TORQUE 1.2 N-mSERVO MOTOR POWER

750 Watt

Table no 4.2 General specifications of shake table test Materials and methodologies.

Table Material AluminiumNo of Axis Single Axis HorizontalMovement Type a) Sinusoidal

b) Arbitrary Wave Formsc) Earthquake Vibrations

Actuator Unit Servo Electrical ActuatorMotor Type AC Type Brushless Servo MotorMotion Controller Control BoxPosition Feedback Internal Quadrature EncoderOptional Sensors a) External Position Transducer

b) Load CellRelated 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/ccHardness 95Tensile Yield Strength 276 MpaUltimate Tensile Strength 310 MpaElongation of break 12%Modulus of Elasticity 68.9 MpaUltimate Bearing Strength 607 MpaPoissons Ratio 0.33Fatigue Strength 96.5 MpaFracture Toughness 29 MpaShear 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 P T E R 5

EXPERIMENTAL SETUP

5.1 Prototype Factory Shed 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


T.K.I.E.T

WARANANAGAR PROJECT 2015-16

PROJECT GROUP NO : 11

BE A

DATE: SIGN:

T.K.I.E.T WARANANAGAR PROJECT GR. NO : 11

DATE: SIGN: PROJECT 2015-16 BE A

Unit –m


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 ModelTATYASAHEB KORE INSTITUTE OF ENGINEERING AND TECHNOLOGY, WARANANAGAR 34


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


T.K.I.E.T WARANANAGAR

PROJECT 2015-16

PROJECT GROUP NO : 11 BE A

DATE:SIGN:

Unit - cm


Fig .5.10 Photographs of Aluminum Model



5.3. Connection for ModelWe 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 Calculation of Scaling Factor:

1. The length = S1 = 1/60

2. Elastic Modulus = Se = 70/210 = 0.33334

3. Time = St = 1/7

4. Acceleration = Sa

= S 1S t 2

= 1/601/72

= 0.81505. Mass = Sm

= (Se x S12) /Sa

= ( 0.3334 X 160

2

) /0.8150


Parameters Symbols RelationshipsLength S1 -

Elastic Modulus SE -Acceleration Sa -

Mass Sm Sm=(SE X S12) /Sa

Time St St = √S1 Sa

Frequency Sf Sf = 1 / St

Force SF SF = SE X S12


=0.0001136 = 1

88006. Frequency = Freq

= 1St

= 117

= 77. Force = SF

= Se X S12

= ( 0.33334 X 160

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.

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)

Acce

lera

tion(

g)

Longitudinal

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.



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 T E R 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

RemarkMaterial

Weight per

meter(W)

N

Sectional area

Cm2

Modulus of

Elasticity

KN/m2

Poisson’s

Ratio

Damping

Principal Rafter

Fe250

2ISA 90X90X

6

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 90X90X

6160.9 10.47 1.999

E+08 0.3 7%Compression/

Tension members

Struts 2ISA 90X90X

6

160.9 10.47 1.999E+08

0.3 7% Compression/Tension members



Fe250

Vertical members in Truss

body

2ISA 90X90X

6160.9 10.47 1.999


Tension members

Sag tie 2ISA 90× 90

×6160.9 10.47 1.999


Tension members

Ties 2 ISA 90X90X

6160.9 10.47 1.999


Tension members

Main tie 2ISA 90× 90

×6160.9 10.47 1.999


Tension members

Supporting

Columns

2ISMB 350 514.0 66.71 1.999

E+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 T E R 7

RESULTS & DISCUSSIONS7.1 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

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 SwitchgearCircuit Breaker

Current breaker circuits

3 Pressure Control Centre

4 Control panel

5 Distribution Panel


Sr no Name of Equipment Types of Equipment1

Process House Equipment

Clarifiers2 Sulphitation System3 Rotary mud Filter4 Evaporators- Roberts / kestner

5 Juice Heaters6 Pan Circulators7 Entrainment Separators / poly

Baffles8 Vacuum & Seed Crystallizers.9 Horizontal Batch Crystallizers.10 Vertical Continuous Crystallizers.11 Horizontal Batch Crystallizers12 Massecuite Reheaters.13 Condensers14 Pump & Valves15 Sugar Dryers

16 Sugar Screens


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.



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 √ √ √ √ √ √ √ √

Sr. Name of Equipment No. of Data Remark (No. Photos Sketch Details of Data Collected

53


No.Equipment

in the Factory

Collected of Data Sheets)

(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

54


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.



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.



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.



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 ----

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.

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.

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

The shake table test results for 6 sets of frequency in X- Direction for channel (CH.01X) as shown in table 7.7

7.7 Shake table test result of frequency in X direction CH 01X

Sr

no

Frequency

Ground floor CH .01 X

Displacement

(mm)

Velocity

mm/sec2

Acceleration

(g)

1 3.75 8.177 89.849 0.185

2 4.00 7.94 116.901 0.28

3 4.25 11.85 125.27 0.292

4 4.50 16.79 106.653 0.254

5 4.75 11.62 121.577 0.375

6 5.00 11.034 142.48 0.463

It is observed that there is maximum Displacement of 16.79 mm for natural Frequency 4.5Hz & corresponding velocity & Acceleration are 106.653 mm/sec and 0.254 g





Sr no Frequency

At the Middle Of Column CH .02 X

Displacement

(mm)

Velocity

mm/sec2

Acceleration

(g)

1 3.75 12.992 128.164 0.269

2 4.00 12.076 126.74 0.328

3 4.25 18.64 149.187 0.355

4 4.50 29.27 192.536 0.444

5 4.75 16.75 162.918 0.498

6 5.00 14.71 162.445 0.602

It was observed that there is maximum Displacement of 16.79 mm for natural Frequency 4.5Hz & corresponding velocity & Acceleration are 106.653 mm/sec and 0.254 g


7.9 Shake table test result of frequency in X direction CH 03X.

Sr

no

Frequency At base of Truss CH .03 X

Displacement

(mm)

Velocity

mm/sec2

Acceleration

(g)

1 3.75 10.655 121.425 0.242

2 4.00 8.779 125.45 0.278

3 4.25 14.79 141.74 0.355

4 4.50 34.76 222.48 0.424

5 4.75 14.036 195.814 0.484

6 5.00 15.933 219.79 0.583






Sr

no

Frequency At the Crown of Truss CH .04 X

Displacement

(mm)

Velocity

mm/sec2

Acceleration

(g)

1 3.75 14.718 141.383 0.295

2 4.00 24.108 165.511 0.34

3 4.25 15.876 163.821 0.399

4 4.50 34.855 206.551 0.455

5 4.75 20.391 166.267 0.529

6 5.00 15.501 182.41 0.686




Ch 01 X CH 02X CH 03X CH 04X0

5

10

15

20

25

30

35

40

8.177

12.99210.655

14.718

7.94

12.0768.779

24.108

11.85

18.64

14.79 15.87616.79

29.27

34.76 34.855

11.62

16.7514.036

20.391

11.034

14.71 15.933 15.501

CHANNEL NOs Vs DISPLACEMENTS

FREQ 3.75Freq 4Freq 4.25Freq 4.5Freq 4.75Freq 5.0

DISPLACEMENT

CHANNEL NOs

Graph 7.1 Graph of Channel Frequency for displacement in X-DIRECTION

Ch 01 X CH 02X CH 03X CH 04X0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.1850.269 0.242

0.2950.280.328

0.2780.34

0.2920.355 0.355

0.399

0.254

0.444 0.424 0.4550.375

0.498 0.4840.529

0.4630.498

0.583

0..686

CHANNEL NOs vs ACCLERATIONX--DIRECTION

FREQ 3.75Freq 4Freq 4.25Freq 4.5Freq 4.75Freq 5.0

CHANNEL NOs

ACCLERATION

Graph 7.2 Graph of Channel Frequency for ACCLERATION in X-DIRECTION

From Above Graph it is Observed that the displacement, velocity, Acceleration of Channel 4X

is Maximum i.e. 34.855 mm ,206.55 m/sec ,0.455 g respectively For Frequency 4.5 Hz i.e.

Fundamental Natural Frequency of Model is 4.5 Hz & corresponding Fundamental Time Period is

0.22 sec (i.e.….. (1/4.5)) . It means that the response of the Structure is maximum for fundamental

frequency 4.5 Hz which should be the input Motion in X- Direction to Structure.

7.4.2 Shake table test result of frequency in Y --direction



7.11 Shake table test result of frequency in Y direction CH0 1Y.

At Ground floor CH .01 YSr no

Natural Frequency

Displacement Velocity Acceleration

(mm) mm/sec2 (g)1 3.75 12.449 111.197 0.2812 4 7.524 86.032 0.2193 4.25 13.207 125.89 0.3394 4.5 27.235 171.616 0.3895 4.75 14.117 149.693 0.4436 5 11.651 148.093 0.472


7.12 Shake table test result of frequency in Y direction CH 2Y.

At the Middle Of Column CH .02 YSr no

Natural Frequency


(mm) mm/sec2 (g)1 3.75 14.835 146.274 0.3172 4 11.15 114.801 0.2433 4.25 17.295 129.433 0.4014 4.5 32.318 221.847 0.4985 4.75 19.214 209.231 0.4986 5 15.305 192.995 0.499

It was observed that there is maximum Displacement of 16.79 mm for natural Frequency 4.5Hz & corresponding velocity & Acceleration are 106.653 mm/sec and 0.254 g.




At base of Truss CH .03 YSr no

Natural Frequency


(mm) mm/sec2 (g)1 3.75 13.82 159.147 0.323

2 4 7.128 72.19 0.125

3 4.25 17.993 135.164 0.2334 4.5 34.05 41.425 0.0985 4.75 8.478 52.583 0.1556 5 5.164 66.466 0.234



At the Crown of Truss CH .04 YSr no

Natural Frequency

Displacement Velocity Acceleration(mm) mm/sec2 (g)

1 3.75 16.008 153.142 0.3422 4 12.917 134.113 0.2853 4.25 20.048 185.065 0.5344 4.5 36.542 226.637 0.6975 4.75 36.305 211.569 0.0996 5 15.383 209.551 0.067




CH01Y CH02Y CH03Y CH04Y0

5

10

15

20

25

30

35

40

12.44914.835 13.82

16.008

7.524

11.15

7.128

12.91713.207

17.295 17.99320.048

27.235

32.31834.05

36.542

14.117

19.214

8.478

36.305

11.651

15.305

5.164

15.383

CHANNEL NUMBERS Vs DISPLACEMENTY-DIRECTION

FREQ 3.75FREQ 4.0 0FREQ 4.25FREQ 4.50FREQ 4.75FREQ 5.0

Graph 7.3 Graph of Channel numbers Vs Displacement in Y-DIRECTION.


0.2

0.4

0.6

0.8

1

1.2

0.281 0.317 0.323 0.342

0.219 0.243

0.125

0.2850.339

0.401

0.233

0.534

0.389

0.498

0.098

0.697

0.4430.498

0.155

0.99

0.472 0.499

0.234

1.067

CHANNEL NUMBERS vs ACCLERATIONY--DIRECTION

FREQ 3.75FREQ 4.0FREQ 4.25FREQ 4.50FREQ 4.75FREQ 5.0

Graph 7.4 Graph of Channel numbers Vs Acceleration in Y-DIRECTION.

From Above graph, It Is Observed that the displacement, velocity, Acceleration of Channel 4yis Maximum i.e. 36.542 mm , 226.637m/sec , 0.697g respectively . It means That the response of the Structure is maximum for fundamental frequency 4.5 Hz as the input Motion in Y- Direction to Structure



7.4.3 for natural Frequency 4.5Hz in X-Direction.

7.15 Shake table test result of Natural frequency (4.5Hz) in X direction.

CH01X CH02X CH03X CH04X0

5

10

15

20

25

30

35

40

16.79

29.27

34.76 34.855

0.254 0.444 0.424 0.455

DISPLACEMENT & ACCLERATION

DISPLACEMENTACCLERATION

Graph 7.5 Graph of Channel numbers Vs displacement & Acceleration in X-DIRECTION.

From Above graph, It Is Observed that the displacement, velocity, Acceleration for frequency 4.5 Hzis Maximum i.e. 34.855 mm , 206.637m/sec , 0.455g respectively . It means That the response of the Structure is maximum for fundamental frequency 4.5Hz as the input Motion in X- Direction to Structure


Sr

n

ochannel

Natural Frequency

At various levels of Prototype model

Displacement

Mm

Velocit

y

m/sec

Acceleration

(g)

1 CH01X

Natural

frequency

4.5Hz

16.79 106.653 0.254

2 CH02X 29.27 192.536 0.444

3 CH03X 34.76 222.48 0.424

4 CH04X 34.855 206.551 0.455


7.4.4for natural Frequency 4.5Hz in Y-Direction.

7.16 Shake table test result of frequency 4.5 Hz in Y direction .


5

10

15

20

25

30

35

40

27.235

32.31834.05

36.542

0.389 0.498 0.098 0.697

DISPLACEMENT & ACCLERATION

DISPLACEMENTACCLERATION

Graph 7.6 Graph of Channel numbers Vs displacement & Acceleration in Y-DIRECTION.

From Above graph, It Is Observed that the displacement, velocity, Acceleration for frequency 4.5 Hzis Maximum i.e. 36.542 mm , 226.637m/sec , 0.697g respectively . It means That the response of the Structure is maximum for fundamental frequency 4.5 Hz as the input Motion in Y- Direction to Structure


Sr

n

o

channel Natural Frequency

At various levels of Prototype model

Displacement

Mm

Velocit

y

m/sec

Acceleration

(g)

1 CH01X

Natural

frequency

4.5Hz

27.235 171.616 0.389

2 CH02X 32.318 221.847 0.498

3 CH03X 34.05 41.425 0.098

4 CH04X 36.542 226.637 0.697


7.5 Time history Analysis

Time History analysis is carried out for earthquake of 11 Dec 1967 with intensity of 6.7 Hz, it is

applied with respect to x – Direction & Y-Direction of Model & the results of which are discussed

below.

7.5 Time History analysis of koyna earthquake on KAMPANA software.

7.5.1 Time History analysis with respect to x – Direction.

Table7.17 Shake table test result of Time history of 11 Dec 1967 with intensity of 6.7 Hz in X direction


Sr

n

o

channel Details About

Model &Natural

Frequency

Time history of 11 Dec 1967 with

intensity of 6.7 Hz

Displacement

Mm

Velocit

y

m/sec

Acceleration

(g)

1 CH1X Sugar Factory

shed

(30x22.5)meters

Natural

frequency 4.5Hz

7.340 76.342 0.172

2 CH2X 8.167 88.303 0.211

3 CH3X 8.490 95.365 0.251

4 CH4X 15.324 67.688 0.195


Graph 7.7 Graph of Channel frequencies to Displacement for Time History analysis with respect to x – Direction

CH 1X CH 2X CH 3X CH 4X0

0.05

0.1

0.15

0.2

0.25

0.3

0.1720.211

0.251

0.195

CHANNEL NUMBERS vs ACCLERATIONX--DIRECTION

Accleration

Graph 7.8 Graph of Channel frequencies to Acceleration for Time History analysis with respect to

x – Direction.

From above time history analysis results it is observed that peak displacement in x-Direction is

15.334 mm & respective peak acceleration is 0.254 g these values are less than the corresponding

value of Peak displacement & peak acceleration values for Fundamental time history results.

Thus shake table model results are within the limit and hence structure is seismically qualified for

koyna 1967 earthquake in x-direction of the structure.

7.5.2 Time History analysis with respect to Y – Direction.

Table 7.18 Shake table test result of Time history of 11 Dec 1967 with intensity of 6.7 Hz in Y direction

Sr

n

o

channe

l

Details About Model

&Natural

Frequency

Time history of 11 Dec 1967 with

intensity of 6.7 Hz

Displacemen

t

mm

Velocit

y

m/sec

Acceleratio

n (g)

1 CH1X Sugar Factory

shed

9.951 100.136 0.23

2 CH2X 13.45 81.94 0.26



(30x22.5)meter

s

Natural

frequency 4.5

Hz

3 CH3X 17.13 27.21 0.31

4 CH4X 21.75 124.54 0.34

CHO1Y CHO2Y CH03Y CH04Y0

5

10

15

20

25

9.951

13.45

17.13

21.75

CHANNEL NUMBERS vs DISPLACEMENTY--DIRECTION

Displacements

Graph 7.9 Graph of Channel frequency to Displacement for Time History analysis with respect to

y – Direction



CHO1Y CHO2Y CH03Y CH04Y0

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.230.26

0.310.34

CHANNEL NUMBERS vs ACCLERATIONY--DIRECTION

ACCELERATION

Graph 7.10 Graph of Channel frequencies to Acceleration for Time History analysis with respect to

y – Direction.

From above time history analysis results it is observed that peak displacement in Y-Direction is

21.75 mm & respective peak acceleration is 0.34 g these values are less than the corresponding value

of Peak displacement & peak acceleration values for Fundamental time history results. Thus shake

table model results are within the limit and hence structure is seismically qualified for Koyna 1967

earthquake in Y-direction of the structure.



7.6 Calculation of Natural time period & Base Shear: (IS CODE METHOD)Given Data:

1) No of storey = 01 ( Height =12m)

2) Importance Factor (I) = 1.5 ……………………………… (IS 1893:2002, Page 18, Table-6)

3) Zone Factor (Z) = 0.24………………………….. (IS 1893:2002, Page 16, Table-2,zone-VI)

4) Response Reduction Factor(R) = 3.0… (IS 1893:2002, Page 23, Table-7, O.M.R.F.)

5) Damping Ratio = 7%…………………………….………………………………………(for Steel Frame)

6) Type of soil = Rocky.

7) Concrete = M25, Steel Grade = mild steel Fe250.

1. Calculation of Natural Period (Ta) :

Ta = 0.085 X h0.75

= 0.085 X (15)0.75

Ta = 0.64786 Sec.

2 Calculation of Average Response Acceleration Coefficient (Sa/g):

For Ta = 0.64786 Sec. i.e. 0.40 ≤ T ≤ 4.00

(Sa/g) = 1.000/0.64786 = 1.5435 ……………..……… (IS 1893:2002, Page 16, Clause No. 6.4.5.)

3 Calculation of Horizontal Seismic Coefficient (A h):

Ah = Z2

X IR

X Sag

= 0.24

2X 1.5

3.0X 1.54 x 0.90

= 0.083349

4 Calculation of Seismic Weight (W):

L.L. on each truss = 2.5038 KN ………………… (Calculated)

= 2.5038 KN



5 D.L. on each truss span = 4.667 KN

= 4.667 KN

6 Seismic Weight of column (W 1)

W1= (1/2 X No of columns X wt. of ISMB 350 X 2)

= (0.5 X 12 X 514.044 X 2)

= 7.40225KN

7 Seismic Weight on each Roof (W 2)

W2= (Wt. of roof sheets + wt. of purlins + wt. of Trusses + Imposed Load)

= (95082N) + (36551.925N) + (136623.505) + (2.52038N)

=13.6623 KN

8 Total Seismic Weight on Structure

= W1 + W2

= 7.40225 + 13.6623

= 21.06445 KN

9 Calculation of Base shear (V B):

VB = Ah X W

= 0.083349X 21.0645

= 17.55712 KN

10 Vertical Distribution of Base Shear:

7.19 Table of Vertical Distribution of Base Shear

Sr. No. Storey Wi Hi Wihi2

(x103)Wihi2

∑ Wjhj2 Qi = VB X Wihi2

∑ Wjhj2

1 TRUSS 17.55712 15m 39.50 1.0000 17.55712 KN

∑ = 39.50 - 17.55712 KN



Fig .7.6 loading & Base shear Diagram.

It is observed by calculation using IS CODE 1893 (part I): 2002 (CRITERIA FOR EARTHQUAKE

RESISTANT DESIGN OF STRUCTURE) fundamental natural frequency

Ta = 0.64786 Sec. And Base shear Qi =17.55712 KN


LOADING DIAGRAM SHEAR DIAGRAM


7.7 Seismic Analysis Using E-TAB

In the present work it is required to model the warana sugar factory shed for mathematical modelling Using the modeling technique. For this purpose a commercially available software package called E-TABS 2014 is used. The details of Eigen value analysis free vibrations and mode shapes results for sugar factory shed structure are as presented below.

Table no. 7.20. Mode shape For Warana Sugar Factory at 4.5 Frequency.

Here are total 12 mode shapes are extracted from Eigen value analysis. The results of Eigen value

Analysis is shown in Table 7.20 & the modes having significant mass participation are highlighted

Sr. No

Period( sec)

UX UY UZ Sum UX

Sum UY

Sum UZ

RX RY RZ Sum RX

Sum RY

Sum RZ

1 19.5678 0 100 0 0 100 0 79.3391 0 0 79.3391 0 0

2 10.50353 2.2056 0 0 2.2056 100 0 0 1.5505 97.8045 79.3391 1.5505 97.8045

3 7.593547 97.7808

0 0 99.9863 100 0 0 68.5127

2.1903 79.3391 70.0632 99.9948

4 1.21339 0 0 84.3442 99.9863 100 84.3442 0.4688 0 0 79.8079 70.0632 99.9948

5 0.962446 0 0 2.2289 99.9863 100 86.5731 17.5613 0 0 97.3692 70.0632 99.9948

6 0.505053 0.0081 0 0 99.9945 100 86.5731 0 22.0682

0.0001 97.3692 92.1314 99.9949

7 0.427118 0.0002 0 0 99.9946 100 86.5731 0 0.5077 0.0033 97.3692 92.6391 99.9982

8 0.31868 0 0 0 99.9947 100 86.5731 0 0.3018 0 97.3692 92.9409 99.9982

9 0.276635 0 0 0.5893 99.9947 100 87.1624 0.0001 0 0 97.3693 92.9409 99.9982

10 0.275717 0 0 0.0002 99.9947 100 87.1626 0.0005 0 0 97.3698 92.9409 99.9982

11 0.275514 0 0 0.0272 99.9947 100 87.1897 0 0 0 97.3698 92.9409 99.9982

12 0.275427 0 0 0.0002 99.9947 100 87.19 0 0 0 97.3698 92.9409 99.9982

Table no 7.20 Mode shape For Warana Sugar Factory at 4.5 Frequency in E-Tab Software.

7.7.1 Eigen Value Analysis Warana Sugar Factory Shed.



Eigen value analysis is carried out for 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 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

7.7.2Fundamental Natural time period

Maximum value of time Period from above 1-12 modes of Warana Sugar Factory Shed , the Mode 1

Value is Maximum i.e. 19.45 Sec .

7.7.3 Fundamental Frequency

It is observed that MODE 1 is fundamental mode in X-DIRECTION where, MODE 3 is fundamental

Mode in Y-DIRECTION & MODE 2 is fundamental mode in .Z Direction.

Similarly fundamental time period in X-DIRECTION are 19.55 sec, Y-Direction is 7.59 sec &

Z- Direction is 10.50sec respectively.

7.7.4 Displacements

The Displacements at Various levels of model are shown in graph no 7.11

0 1 2 3 4 5 6 7 8 9 100

0.01

0.02

0.03

0.04

0.05

0.06

0.07 Story No vs Displacement

Series2

Story No

Disp

lace

men

t

7.11 Graph of storey number vs Displacement

From above graph it is observed that for fundamental frequency Peak displacement

goes on Decreasing from level 1 to level 9.

Maximum peak Displacement Among all levels is 0.0575mm at First level.

7.8 Significant Fundamental Mode Shapes of Warana Sugar Factory Shed in X direction.


LEVE

LS

DISPLACEMENTS

UX9 0.02818 0.02857 0.02856 0.02895 0.034 0.03263 0.03762 0.04641 0.0575


Following figures shows the Different mode shapes generated by E-TABS software when time

history of koyna earthquake11 Dec 1967 is applied to mathematical model.

(Mode 1) (Mode 2)

(Mode 3) (Mode 4)



(Mode 5) (Mode 6)

(Mode 7) (Mode 8)

Fig 7.7 Significant Fundamental Mode Shapes of Warana Sugar Factory Shed in X direction



7.9 Forced Vibrations (Time History Analysis)

7.9.1 Floor response Spectra.

The spectra have a first peak at 0.2 frequencies with acceleration 0.0313 g for 1967 earthquake.

7.12 Graph of (7%) Damping Response Spectra of 11th Dec. 1967

7.9.2 Peak Acceleration.

7.13 Graph of Time Vs Accelerations

7.9.3 Peak Displacements



7.14 Graph of Time vs Displacement for time history of koyana Earthquake 11 Dec 1967

The Peak acceleration value for top mode is 0.1517 g. & Peak Displacement is 0.01143mm.t for

koyana time history 1967 .They are very less than that of corresponding values of fundamental

frequencies thus it may be observed that the forces developed in various members of the model will

be very less and within limit.

The analytical results by E-TABS software shows that the peak displacement and acceleration for

1967 koyna earthquake are very less thus the warana sugar factory model is seismically qualified for

respective Earthquake seismicity.

7.9.4 Base shear

Base shear by software analysis is 13.769 KN and Base shear by manual calculate on is 17.557

KN….. i.e. (13.769/17.55 =0.78)…………………… 80% of results are closer to E-TABS base

shear.

C H A P T E R 8


Base Shear13.76954 KN


CONCLUSIONThe performance of the warana sugar factory shed was studied by three methods i.e. seismic

qualification by Experience Database, by shake table test & By Analysis . Static and dynamic

analysis of selected factory shed is performed to determine seismic parameters of karakhana

structure viz. frequency, floor accelerations, mass participation, Base shear etc. Conclusions from all

these Methods are presented below.

A) The experience database collected from the Shree Warana sahakari sakhar karakhana ltd will

provide a valuable database for preparing an economical & simplified qualification procedure for

Indian manufactured Structures, System and Equipment (SS&E) used in Indian Industries. The

various SS&E surveyed in this Sugar Factory includes a wide diversity in age, size, configuration,

application, operating conditions, manufacturer, type of building, location within building, local soil

conditions, quality of maintenance and quality of construction.

B) All the equipment data, collected, on performance of equipment is classified according to various

categories viz. equipment type, make, model, anchoring type, design features, performance levels

(pass/fail criteria), earthquake acceleration levels, mounting elevation, and additional

categories/criteria specific to equipment type. The design, mounting, anchorage details of the

equipment which performed well will be included as acceptance rules. In the present work structure,

system and equipment in the area are qualified by experience data survey which experienced more

than 200+ earthquakes having magnitude 3.5 and more having PGA up to 0.48g. Considered types of

equipment in the Shree Warana sahakari sakhar karakhana ltd are qualified by experience

data ,whose qualification by analysis and shake table test is time consuming and costlier.

c) The Sugar Factory Shed and equipment in the sugar factory and general industries can be

qualified for their structural integrity and more important for the functional performance of the active

equipment based on the good performance of similar or same equipment in a sugar factory which

have witnessed the real earthquakes with acceleration levels higher than those for which the

equipment in the factory are to be seismically qualified. This is a most realistic and economic i.e.

cost effective method of seismic qualification of equipment than the other methods.

D) The Sugar Factory structure is constructed on the Rocky strata with raft footing and it’s all

components are anchored in the Raised footing Above Ground Level with excess Precautions , Thus



the structure possesses structural integrity with respect to its footing . This may be the main reason

for no any damage to the structure during 1967 earthquake while At Warana - Koyananagar

surrounding houses, buildings, and bridges severely damaged due to the earthquake. Also according

to frequency, mass participation and FRS, Shree Warana sahakari sakhar karakhana structure is rigid

enough to sustain the earthquakes having PGA more than 0.48g.

E) The equipment in the Warana Sugar Factory were in working condition or operational during and

after earthquake. The equipment in the factory were well anchored or bolted to the supporting base

frame or embedded in concrete block. . There is no failure of equipment foundation, anchorage,

supporting due to earthquake. The anchorage should be strong enough to sustain seismic forces so

that equipment continues to operate during and after the earthquake. Current condition of equipment

anchorage, its base frame and foundation is very good. Thus it is proved that the anchorage details of

equipment in Sugar factory are strong enough to sustain the earthquake having PGA up to 0.48 g,

this information will be very useful for future Sugar factories and industries. The study of equipment

foundation, anchorage and mounting arrangement plays very important role in the seismic

qualification of equipment.

F) All the anchorage bolts of all the selected equipment are seismically qualified. The forces

occurred in the anchorage bolts during major Koyna earthquake 1967 are very less than their original

capacity. Anchorage bolts have seen very less accelerations from 0.3 to 0.6g in longitudinal

directions during 1967 Koyna earthquake. Thus the equipment anchorages are strong enough to

sustain earthquake having PGA up to 0.48g.

G) Shake table analysis of factory shed shows that for time history analysis of koyana earthquake 11

Dec 1967 the peak displacement and acceleration are very less than that for fundamental natural

frequency thus the structure is safe for all earthquakes similar to koyna Earthquake of PGA 0.48g.

H) From Eigen value Analysis & Time History analysis in E-TABS software, the peak acceleration

peak displacement & forces developed in various members of factory shed model are very less and

within the limit.

Future Scope



In this thesis an attempt is made to seismically qualify factory shed for 1967 earthquake only.

The work can be extended for various severe Earthquakes felt at various places in world.

Further the forces developed in structural members at various earthquakes can be calculated

and seismically qualified. Also the further analysis can be carried out to determine seismic

capacity of various members by analysis and test.

Further this study will give approach to seismically qualify the equipment with the help of

real experience data base provided the equipment to be mounted have similar mounting

arrangement.

After a detailed and careful review of the full range of the available experience data base,

combined with test data, analysis, and operational experience, etc., the earthquake capacity

spectrum, and minimum anchorage requirement and acceptance and rejection rules can be

formulated. Based on above information the earthquake capacity spectrum, and minimum

anchorage requirement and acceptance and rejection rules can be formulated, acceptance and

rejection rules for each class of equipment in general can be framed and associated reference

spectra shall be developed which can be used for seismic qualification of similar equipment

in other industries.

Annexure- A



Name of Equipment: 1) Cane Feed Table

1 INDUSTRY DETAILSName of the Warana Sugar Factory Warana sahakari sakhar karakhana

Type of Factory Sugar factory

Factory location Warananagar

Earthquake seen: Koyna & Warana 10/12/67 17/10/73 01/02/94 08/12/1992Latitude/Longitude of Earthquake 17 30 30N

73 43 48EMagnitude of Earthquake 6.5 5.2 5.4 5.1Peak Ground Acceleration 0.489567 0.20667Distance of Epicenter 12.74 KM 10 KM

2 EQUIPMENT DATAName of equipment Cane feed tableEquipment Description The equipment is durable and having a high

tensile strengthMake / ManufacturerName & Address

Thyssen Krupp Industries, Bangalore, India

Model NoCode for design of equipmentSeismic acceleration considered in design, if any

Seismic acceleration not considered in design.

Equipment mounted on RCC base above ground level Factory Building / Floor elevation Ground FloorEquipment WeightEquipment Function Sugar cane is feed into it for the processing.

Equipment Overall Size Length 6000mmBreadth 7000 mm

Equipment Specification(Put appropriate specifications applicable for equipment type e.g. pump head/flowBattery Amp Hr and Volts, Transformer KV etc.)

Driving pulley-c.i.=1325mm diaFly wheel-c.i.=1325mm diaMotor -30 HP-960tpmAny Other Specification

List of Devices



Attach Equipment Photo

Equipment Foundation Layout Sketch attached, Fig. (a)

3 EARTHQUAKE EXPERIENCED BY EQUIPMENTEquipment Installation Date

1962

Earthquakes which equipment has seen

Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/1992Was the Factory under operation during the earthquake? Yes Yes Yes Yes

Is the equipment normally functional when the Factory is operating?

Yes Yes Yes Yes

Was the equipment functional during the earthquake? Yes Yes Yes Yes

Please give details

equipment.

The equipment was functional during the earthquake.

Was the equipment functional after the earthquake? Yes Yes Yes Yes

Please give details The equipment was functional after the earthquake without any problem.



Was structural/pressure boundary integrity maintained during/after the earthquake?

Yes Yes Yes Yes

Please give details The Structural Integrity was maintained during and after the earthquake.

4 ANCHORAGE INFORMATIONIs the equipment free standing? Please Describe. The equipment is not free standing.

Did the equipment move during the earthquake? No No No No

Please specify by how much distance? Nil Nil Nil Nil

Was there any failure in Anchorage No No No No

Performance of the equipment under review because of its interaction with other equipment.

No Interaction

No Interaction

No Interaction

No Interaction

If the equipment is anchored give details: Equipment is Anchored.

Equipment is Bolted or Welded or Both? BoltedNo of Bolts 18Embedded length of bolt Not Available.Diameter of Bolts M16Equipment base details Base is submerged in rccEmbedment steel details Channel section support baseConcrete grade M25Concrete condition UncrackedWeld Size --Weld Length --No of welds --Type of Weld --

5 SOIL, FOUNDATION AND BUILDING DATAName of the Building Warana sugar factoryType of soil RockType of foundation Isolated / trapezoidal / Raft -Depth of foundation ?Type of Building Sugar factory shed, steel structureNo of stories of the building 1



Building Code used IS-456, IS-800Seismic load ‘g’ considered, if anyEstimated PGA at the base of the buildingAcceleration record at the base of building

6 Project team’s commentsThe civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.

The equipment was in operation during the earthquake and continued to operate during and after the earthquake without any loss of structural integrity, pressure boundary integrity and loss of function

7 Data collected by Bhushan Shinde & TeamData collected on Date 11/10/2015Data given by the person from the industry Mr. Rangrao Patil.Data reviewed by (P.I.)Approved by (P.I.)Reviewed by (P.C.) Prof. V.J.Yadav.Approved by (P.C.)



2) Cane chopper for sugar mill1 INDUSTRY DETAILS

Name of the Factory Warana sahakari sakhar karakhana



Earthquake seen: Koyna & Warana 10/12/67 17/10/73 01/02/94 08/12/93

Latitude/Longitude of Earthquake 17 30 30N

73 43 48E

Magnitude of Earthquake 6.5 5.2 5.4 5.1

Peak Ground Acceleration 0.489567 0.20667

Distance of Epicenter 12.74 KM 10 KM

2 EQUIPMENT DATA

Name of equipment Cane chopper for sugar mill

Equipment Description Used for processing sugarcane

Make / Manufacturer

Name & Address

Kirloskar electrical ltd Bangalore

Model No KEC92

Code for design of equipment -

Seismic acceleration considered in design, if any

No seismic acceleration consideration

Equipment mounted on Steel channel section

Factory Building / Floor elevation Ground floor

Equipment Weight

Equipment Function It chopper sugar cane to its smaller size by rotary motion to transport to further process



Equipment Overall Size L =8000M

W =2000M

H =2000M

Equipment Specification

(Put appropriate specifications applicable for equipment type e.g. pump head/flow

Battery Amp Hr and Volts, Transformer KV etc.)

Voltage =240v

Current =5A

Pulse unit =1280

Freq =50Hz

List of Devices – intake locker

3 EARTHQUAKE EXPERIENCED BY EQUIPMENTEquipment Installation Date 1962


Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93

Was the Factory under operation during the earthquake? Yes yes Yes Yes

Is the equipment normally functional when the Factory is operating? Y Y Y Y

Was the equipment functional during the earthquake? Y Y Y Y

Please give details

There is no damage to equipment.





Y Y Y Y




4ANCHORAGE INFORMATION

Is the equipment free standing? Please Describe. No

Did the equipment move during the earthquake? N N N N

Please specify by how much distance? N N N N

Was there any failure in AnchorageN N N N


N N N N

If the equipment is anchored give details:

Equipment is Bolted or Welded or Both? Bolted

No of Bolts 6

Embedded length of bolt

Diameter of Bolts 350mm

Equipment base details Channel plates mounted over RCC plates beneath machine section is anchoraged

Embedment steel details

Concrete grade M25

Concrete condition No cracked

Weld Size

Weld Length

No of welds

Type of Weld

5 SOIL, FOUNDATION AND BUILDING DATA

Name of the Building Shree Warana sahakari sakhar karakhana ltd



Type of soil Rocky

Type of foundation Isolated/trapezoidal/raft/ pedestal footing

Depth of foundation

Type of Building Sugar factory shed, steel structure

No of stories of the building 1

Building Code used for Design IS-456, IS-800

Seismic load ‘g’ considered, if any

Estimated PGA at the base of the building

Acceleration recorded at the base of building

6 Project team’s comments

Cane chopper performed well during all the earthquakes, witnessed by it till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.

There were no cracks to footing . The base was in good condition without any cracks or breakages.

The equipment was operational during the earthquake and continued to operate during and after the earthquake without any loss of structural integrity, pressure boundary integrity and loss of function.

7 Data collected by Bhushan Shinde & Team

Data collected on Date 11/10/2015

Data given by the person from the industry Mr. Rangrao Patil.

Data reviewed by (P.I.)

Approved by (P.I.)

Reviewed by (P.C.) Prof. V.J.Yadav.

Approved by (P.C.)



8

Attach Equipment Photo or Draw Sketch And Description

Fig a) cane crusher



3) Swing type cane fiberizes1 INDUSTRY DETAILS






73 43 48E




2 EQUIPMENT DATA

Name of equipment Swing type cane Fiberizer

Equipment Description Installed for achieving good cane preparation for extraction of juice from cane

Make / Manufacturer

Name & Address

K.E.C. Bangalore

Model No KEC90




Equipment mounted on Steel channel section


Equipment Weight

Equipment Function Fiberiser crushes chopped sugarcane for further extraction

Equipment Overall Size 10080mm

2680mm



2000M above GL




V=240v

C=5A

PU=1280

Freq=50HZ

List of Devices -



Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93

Was the Factory under operation during the earthquake? Yes Yes Yes Yes

Is the equipment normally functional when the Factory is operating? Y Y Y y

Was the equipment functional during the earthquake? Y Y Y y

Please give details






Y Y Y Y










N N N N



No of Bolts 10



Equipment base details Base is frame consisting of steel channel section

Embedment steel details Channel section placed at base and bolted for fixity

Concrete grade

Concrete condition

Weld Size

Weld Length

No of welds

Type of Weld





Type of soil Rocky


Depth of foundation








Swing Type Fiberizer performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.

There were no cracks to footing and machinery base. The base steel plate was in good condition without any cracks or breakages.

The equipment is mounted on a base plate. The base plate is embedded in concrete block. Equipment is resting on concrete pedestal via steel plate. The concrete pedestal was in good condition after earthquake.






Approved by (P.I.) Prof. V.J.Yadav.



8

Attach Equipment Photo

Fig a)

Fig b)

Equipment Foundation Layout Sketch attached, Fig. (a) & (b)



4) Milling train1 INDUSTRY DETAILS






73 43 48E




2 EQUIPMENT DATA 5 roller mill

Name of equipment Milling train (5 compartments)

Equipment Description Sugar cane processing unit

Make / Manufacturer

Name & Address

Thyssen Krupp Industries India

Model No -




Equipment mounted on Firm RCC block with channel section mounted over it


Equipment Weight

Equipment Function Process sugarcane and extract total moisture from cane 98%

Equipment Overall Size





Battery Amp Hz and Volts, Transformer KV etc.)

Power=2.2KN

Shaft speed =4200rpm

Output=120kg/hr.

List of Devices -



Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93




Please give details There is no damage to equipment.



Please give details The equipment was function after the earthquake without any problem.


Y Y Y Y








Was there any failure in Anchorage N N N N


N N N N



No of Bolts 18



Equipment base details RCC base steel channel section


Concrete grade M25

Concrete conditionGood and Uncracked

Weld Size-------

Weld Length

No of welds

Type of Weld





Type of soil Rocky

Type of foundation

Depth of foundation Isolated/trapezoidal/raft/ pedestal footing/ pedestal footing








Milling Train was in working condition after earthquake. The foundation of panel was not damaged The equipment was operational during the earthquake and continued to operate during and after the earthquake without any loss of structural integrity and loss of function






Approved by (P.I.) Prof. V.J.Yadav.



8


Equipment Foundation Layout Sketch attached, Fig. (a),



5) Air Compressor 1 INDUSTRY DETAILS

Name of the Factory Shree Warana sahakari sakhar karakhana ltd



Earthquake seen: Koyna –Warana 10/12/67 17/10/73 01/02/94 08/12/1992Latitude/Longitude of Earthquake 17 30 30N


2 EQUIPMENT DATAName of equipment Air CompressorEquipment Description It is large motor used for Compressed Air. It is

common for compressor

Make / ManufacturerName & Address


Model No Sr. No. 38233Code for design of equipment BSS 487, 1949C”



Equipment mounted on Steel Pipe Sections. Factory Building / Floor elevation Ground FloorEquipment Weight Not AvailableEquipment Function To store the compressed air. It is an Air Container.

Equipment Overall Size Length Diameter 1650 mm

Breadth Diameter 1650 mm

Height 1550 mm


Volts (Pressure) 35 kg / sq. cm.Amps (Flow) 180 Lit / Min.Watts (Hp)Any Other SpecificationCapacity – 250 Liters

List of Devices -



3 EARTHQUAKE EXPERIENCED BY EQUIPMENT

Equipment Installation Date

1960


Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/1992



Yes Yes Yes Yes


Please give detailsThere is no damage to equipment.




Was structural/pressure boundary integrity maintained during/after the earthquake? Yes Yes Yes Yes


4 ANCHORAGE INFORMATIONIs the equipment free standing? Please Describe. The equipment is not free standing.







No Interaction

No Interaction

No Interaction

No Interaction

If the equipment is anchored give details: Equipment is anchored.Equipment is Bolted or Welded or Both? BoltedNo of Bolts 03Embedded length of bolt Not Available.Diameter of Bolts 16 mm.

Equipment base details

One End of the three pipes of 70 mm diameter and 150 mm height is welded to the tank. The other end of the pipe is welded to the base plate.

Embedment steel details The base plate is bolted to the floor by three anchor bolt.

Concrete grade M25Concrete condition Uncracked.Weld Size

Not ApplicableWeld LengthNo of weldsType of Weld

5 SOIL, FOUNDATION AND BUILDING DATAName of the Building Warana sugar factoryType of soil RockType of foundation Isolated / trapezoidal / Raft -?Depth of foundationType of Building Sugar factory shedNo of stories of the building 1Building Code used for Design IS-456, IS-800Seismic load ‘g’ considered, if anyEstimated PGA at the base of the buildingAcceleration recorded at the base of building



6 Project team’s commentsThe civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.






8 Attach Equipment Photo or Draw Sketch

Figure (a): Sketch Shows the Anchorage Details of Air Compressor

Figure (b): Photo Shows the Front View of Air Compressor Tank



6) Oil Pumps

1 INDUSTRY DETAILSName of the Factory Shree Warana sahakari sakhar karakhana





2 EQUIPMENT DATAName of equipment Oil Pump (Horizontal)Equipment Description It is a Screw type horizontal pump used to

operate valves.Make / ManufacturerName & Address


Model No No-10-11-0011Code for design of equipmentSeismic acceleration considered in design, if any


Equipment mounted on Concrete Block. Factory Building / Floor elevation Ground FloorEquipment Weight 175 KgEquipment Function The Governor Oil Pump is used to open and

close the gate valves. It is Screw type pump.

Equipment Overall Size Length 1100 mmBreadth Diameter 300 mmHeight Diameter 300 mm


Volts (Pressure) 415 VAmps (Flow) 20.7 AmpWatts (Hp) 11 KWAny Other SpecificationBelt Driven,Frequency 50 Hz, 1455 r.p.m.

List of Devices -




1966


Sr. No. 1 2 3 4



Yes Yes Yes Yes


Please give details

equipment.





Yes Yes Yes Yes


4 ANCHORAGE INFORMATIONIs the equipment free standing? Please Describe.

The equipment is not free standing. It is bolted on concrete block





No Interaction No Interaction No Interaction No

Interaction

If the equipment is anchored give details: Equipment is anchored.Equipment is Bolted or Welded or Both? Bolted and WeldedNo of Bolts 04Embedded length of bolt Not Available.Diameter of Bolts 20 mm.Equipment base details The Equipment is welded to base plate.



Embedment steel details The base plate is embedded and bolted in concrete pedestal or block.

Concrete grade M25Concrete condition Uncracked.Weld Size 8 mm.Weld Length 150 mmNo of welds Both sides for each support.Type of Weld Fillet Weld.

5 SOIL, FOUNDATION AND BUILDING DATAName of the Building Warana sugar factoryType of soil RockType of foundation Isolated / trapezoidal / Raft / pedestal

concrete footingDepth of foundation NAType of Building Sugar factory shed, steel structureNo of stories of the building 1Building Code used for Design IS-456, IS-800Seismic load ‘g’ considered, if any NAEstimated PGA at the base of the building NAAcceleration recorded at the base of building NA

Project team’s comments The civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.






8 Attach Equipment Photo or Draw Sketch

Figure (a): Sketch Shows the Anchorage Details of Oil Pump

Figure (c): Photo Shows elevation of Oil Pump



Figure (c): Photo Shows the Anchorage Details and Foundation Block of Oil Pump



7) Switchyard

1 INDUSTRY DETAILSName of the Factory Shree Warana sahakari sakhar karakhana




73 43 48E----- ------ ------

Magnitude of Earthquake 6.5 5.2 5.4 5.1Peak Ground Acceleration 0.489567 0.20667Distance of Epicenter 12.74 KM 10 KM

2 EQUIPMENT DATAName of equipment SwitchyardEquipment Description It is a Control panel contents relays for

controlling 11 kV supply of switchyard equipment.

Make / ManufacturerName & Address


Model NoCode for design of equipmentSeismic acceleration considered in design, if any


Equipment mounted on Steel Angle Sections. Factory Building / Floor elevation Ground FloorEquipment WeightEquipment Function It is a control panel containing relays for

controlling the 11 kV supply of the equipment of switchyard building.

Equipment Overall Size Length 1670 mmBreadth 460 mmHeight 1830 mm

Equipment Specification(Put appropriate specifications applicable for equipment type e.g. pump head/flowBattery Amp Hz and Volts, Transformer KV etc.)

Volts (Pressure)Amps (Flow)Watts (Hp)Any Other Specification



List of Devices – 1) Ammeter, 2) Voltmeter,3) Over Current Relay – English Electric Co. Ltd. Madras. Aux. Volt 240 DC , Size- 170 X 240 mm4) Earth Fault Relay – English Electric Co. Ltd. Madras. Size- 170 X 240 mm.5) Over Current Relay – English Electric Co. Ltd. Madras. Size- 170 X 240 mm.


1965


Sr. No. 1 2 3 4



Yes Yes Yes Yes


Please give details

equipment.





Yes Yes Yes Yes


4 ANCHORAGE INFORMATION

Is the equipment free standing? Please Describe.

The equipment is not free standing. Panel is anchored.







No Interaction

No Interaction

No Interaction

No Interaction

If the equipment is anchored give details: Switchyard


No of Bolts 18 no’s

Embedded length of bolt ----

Diameter of Bolts M16

Equipment base detailsBase is circular Frame consisting of Channel section Connecting All Columns Firmly At Base.

Embedment steel details Channel section Connecting All Columns At Base

Concrete grade M25

Concrete condition Uncracked

Weld Size

----Weld Length

No of welds

Type of Weld



Type of soil Rocky

Type of foundation Isolated/trapezoidal//raft

Depth of foundation -------







-----


-------


-------









8



Figure: Photo Shows the Front View of Switchyard

8) Crystallizer disk type1 INDUSTRY DETAILS








73 43 48E


Peak Ground Acceleration 0.489567 --- 0.20667 ---

Distance of Epicenter 12.74 KM ---- 10 KM ----

2 EQUIPMENT DATA

Name of equipment Crystallizer disk type

Equipment Description 3 conventional rollers plus 2 toothed pressure feeders

Make / Manufacturer

Name & Address


Model No -






Equipment Weight

Equipment Function Disk type 70 tonnes sealed water inlet for crystallization process

Equipment Overall Size

3 EARTHQUAKE EXPERIENCED BY EQUIPMENT

Equipment Installation Date 1962




Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93

Was the Factory under operation during the earthquake? Yes yes Yes Yes



Please give details






Y Y Y Y








No interaction

No interaction

No interaction No interaction





No of Bolts 18 no’s

Embedded length of bolt ----

Diameter of Bolts M16

Equipment base detailsBase is circular Frame consisting of Channel section Connecting All Columns Firmly At Base .

Embedment steel details Channel section Connecting All Columns At Base

Concrete grade M25


Weld Size

----Weld Length

No of welds

Type of Weld



Type of soil Rocky

Type of foundation Isolated/trapezoidal//raft

Depth of foundation -------





-----




-------


-------


Equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.








8


Equipment Foundation Layout Sketch attached, Fig. (a), (b)



9) Bagasse bailing machine1 INDUSTRY DETAILS






73 43 48E




2 EQUIPMENT DATA Sugar mill machinery

Name of equipment Bagasse bailing machine

Equipment Description Capacity =7-8 ton/hr bailing of bagasse

Make / Manufacturer

Name & Address


Model No -






Equipment Weight

Equipment Function Crushed sugarcane with 90% lost moisture is bailed for extraction for remaining moisture




300mm

600mm




No.of bag =250or 300/hr.

No.of stroke gear =30-35/min

Pinion =EN-8,21-teeth machine cut teeth

List of Devices – driving pulley=CI=1325mm dia fly wheel =CI =1325mm dia motor =30HP-960rpm



Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93




Please give details






Y Y Y Y










N N N N



No of Bolts



Equipment base details Channel plates mounted over RCC plates beneath machine section is anchorage


Concrete grade M25


Weld Size

Weld Length

No of welds

Type of Weld





Type of soil Rocky


Depth of foundation








The civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. during all the earthquakes of 1967, 1973,1994 and 2003 the Factory was in operation and continued to operate.







Approved by (P.I.)


Approved by (P.C.)



8





10) Blower1 INDUSTRY DETAILS






73 43 48E




2 EQUIPMENT DATA

Name of equipment Induction motor large

Equipment Description Frame =LD 280mm KN

Make / Manufacturer

Name & Address

K.E.C. Bangalore

Model No -




Equipment mounted on Rectangular RCC block


Equipment Weight

Equipment Function It provides large no. of output for application of rolling mills overhead cranes


2000mm

2000mm






Frame =10280mmKN

Wt.=90

V=415v

Amps=151



Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93




Please give details






Y Y Y Y




Did the equipment move during the earthquake?

N N N N






N N N N



No of Bolts 16



Equipment base details Steel plate over channel section

Embedment steel details Channel section bolted in RCC

Concrete grade M25

Concrete condition Cracked

Weld Size

Weld Length

No of welds

Type of Weld



Type of soil Rocky

Type of foundation Pedestal concrete / isolated

Depth of foundation 1-2 m approx.










The civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016 . during all the earthquakes of 1967,1973,1994 and 2003 the Factory was in operation and continued to operate.

There were no cracks to footing and machinery base . The base steel plate was in good condition without any cracks or breakages.








8


Equipment Foundation Layout Sketch attached, Fig. (a),



11) 3 Phase induction motor1 INDUSTRY DETAILS

Name of the Factory Shree Warana sahakari sakhar karakhana





73 43 48E




2 EQUIPMENT DATA

Name of equipment 3 phase induction motor

Equipment Description Frame =SC315 Speed =2972rpm

Output =160KN efficiency =95%

Make / Manufacturer

Name & Address

Kirloskar Electrical L.T.D. Bangalore

Model No FC 16771

Code for design of equipment IS-325



Equipment mounted on RCC base with channel section


Equipment Weight 0.98 tonnes



Equipment Function Induction motor is AC electric motor in which electric current in motor needed to provide torque as obtained by electromagnetic field stator winding

Equipment Overall Size L =2M

W =1.67M

H =1.32M




Voltage =415V freq =5

current =258A

Duty =S1 IC =411

temp.rise =75

List of Devices -



Sr. No. 1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93


Is the equipment normally functional when the Factory is operating? Yes Yes Yes Yes

Was the equipment functional during the earthquake?

Yes Yes Yes Yes

Please give details The equipment was functional during the earthquake. There is no damage to equipment.






Yes Yes Yes Yes



Is the equipment free standing? Please Describe. No the Equipment was not free standing .


No No No No

Please specify by how much distance?

Nil Nil Nil Nil



No Interaction

No Interaction

No Interaction

No

Interaction

If the equipment is anchored give details: Equipment is anchored.


No of Bolts 6

Embedded length of bolt 30 cm

Diameter of Bolts 12mm dia.

Equipment base details Channel plates mounted over RCC plates beneath machine section is anchorage.

Embedment steel details The base plate is bolted to the floor by six anchor bolt.

Concrete grade M25


Weld Size

------Weld Length

No of welds

Type of Weld





Type of soil Rocky

Type of foundation Isolated / Trapezoidal / Raft

Depth of foundation

Type of Building Sugar factory shed, steel structure.


Building Code used for Design ---------


---------


---------


---------


Blower in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.


The equipment is mounted on a base plate. The base plate is embedded in concrete block. The whole assembly is resting on concrete pedestal via steel plate. The concrete pedestal was in good condition after earthquake






Approved by (P.I.)




Approved by (P.C.)

8





12 . Fiberizer control system

1 INDUSTRY DETAILS

Name of the Factory Shree Warana sahakari sakhar karakhana ltd





73 43 48E




2 EQUIPMENT DATA

Name of equipment Fiberizer control system

Equipment Description Controlling 11 kV supply of Fiberizer control system equipment.

Make / Manufacturer

Name & Address

M/s. Industrial and Agriculture Engg. Co.,(Bombay) Pvt. Ltd.

Model No

Code for design of equipment



Equipment mounted on RCC base with channel section


Equipment Weight



Equipment Function Controlling the 11 kV supply of the equipment of Fiberizer control system building.

Equipment Overall Size L =1.5M

W =2M

H =0.5M




Voltage =415V freq =5

current =258A

Duty =S1 IC =411

Temp rise =75

List of Devices - 1) Ammeter, 2) Voltmeter,3) Over Current Relay – English Electric Co. Ltd. Madras. Model No.-CDG11AF205A Aux. Volt 240 DC, Sr. No.-M84/49, Size- 170 X 240 mm4) Earth Fault Relay – English Electric Co. Ltd. Madras. Model No.-CDG11AP1654A5 Sr. No.-M59377, Size- 170 X 240 mm.5) Over Current Relay – English Electric Co. Ltd. Madras. Model No-CDG11AP208A5 Sr. No.-M47985, Size- 170 X 240 mm.



Sr. No.

1 2 3 4

Date 10/12/67 17/10/73 01/02/94 08/12/93

Was the Factory under operation during the earthquake?

Yes Yes Yes Yes


Yes Yes Yes Yes

Was the equipment functional during the earthquake?

Yes Yes Yes Yes

Please give details The equipment was functional during the earthquake. There is no damage to equipment.



Was the equipment functional after the earthquake?

Yes Yes Yes Yes



Yes Yes Yes Yes



Is the equipment free standing? Please Describe.

No the Equipment was not free standing.


No No No No




No Interaction

No Interaction

No Interaction

No

Interaction

If the equipment is anchored give details: Equipment is anchored.


No of Bolts 8

Embedded length of bolt 30 cm

Diameter of Bolts 12mm dia.

Equipment base details Channel plates mounted over RCC plates beneath machine section is anchorage .

Embedment steel details The base plate is bolted to the floor by six anchor bolt.

Concrete grade M25

Concrete condition No cracked

Weld Size -

Weld Length



No of welds

Type of Weld



Type of soil Rocky

Type of foundation Isolated / Trapezoidal / Raft

Depth of foundation

Type of Building Sugar factory shed, steel structure.


Building Code used for Design





The civil structure of factory and equipment in the factory performed well during all the earthquakes, witnessed by them till 2016. During all the earthquakes of 1967, 1973, 1994 and 2003 the Factory was in operation and continued to operate.




Data given by the person from the industry Mr. Rangrao Patil


Approved by (P.I.) V.J.Yadav



8


Equipment Foundation, Layout, Sketch attached, Fig. (a), (b) and (c).



REFERENCES

1)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.

2) Harry W. Johnson, Greg S. Hardy et al (1990), “Use of Seismic Experience Data for

Replacement and New Equipment”, Nuclear Engineering and Design123 (1990) 273-278, North-

Holland,

3) R. I. K. Moorthy, A. Rama Rao et al (1996), “Use of an Unconventional Technique for Seismic

Qualification of Equipments”, Nuclear Engineering and Design165 (1996) 15-23

4) IAEA-TECDOC-1333 (2003), “Earthquake Experience and Seismic Qualification by Indirect

Methods in Nuclear Installations”, International Atomic Energy Agency (IAEA) Technical

Document 1333, January 2003.

5) Winston, Strawn et al (1992), “Generic Implementation Procedure (GIP) for Seismic Verification of Nuclear Power Plant Equipment” Revision 2, SQUG, Volume II, Feb. 14 1992

6) TALWANI, P., KUMARA SWAMY, S. V., and SAWALWADE, C. B. (1996), Koyna Re6isited: The Ree6aluation of Seismicity Data in the Koyna-Warna Area, 1963–1995, Univ. South Carolina Tech. Report(Columbia, South Carolina) 343 pp.7) TANDON, A. N., and CHAUDHURY, H. M. (1968), Koyna Earthquake of December 10, 1967, IndiaMeteorol. Dept. Seismol. Rept. 59, 12 pp.8) TSAI, Y-BEN, and AKI, K. (1971), The Koyna, India, Earthquake of December 10, 1967 (Abstract Only),Trans. Am. Geophys. Union 52, 277.9) WELLS, D. L., and COPPERSMITH, K. J. (1994), New Empirical Relationships Among Magnitude, RuptureLength, Rupture Width, Rupture Area and Surface Displacement, Bull. Seismol. Soc. Am. 84,974–1002.10) WENZEL, F., and SANDMEIER, K.-J. (1992), Geophysical E6idence for Fluids in the Crust Beneath theBlack Forest, SW Germany, Earth-Science Reviews 32, 61–75

11) Duarte, R. T. – The Use of Analytical Methods in Structural Design for Earthquake Actions, in Experimental andNumerical Methods in Earthquake Engineering, Ed. J. Donea and P. M. Jones, Kluwer Academic Publishers.



12) Duque, J.; Bairrao, R. – LNEC Experience and Strategies in Earthquake Simulation. Recent Developments,Paper 2624, accepted for presentation at the 12th World Conference on Earthquake Engineering, 2000

13) Minowa, Chikahiro; Hayashida, Toshihiro; Abe, Isamu; Kida, Takeki; Okada, Tumeo – A Shaking TableDamage Test of Actual Size RC Frame, Paper no. 747, Proceedings of the 11 th World Conference on EarthquakeEngineering, 1996

14) Casirati, M.; Franchioni, G; Bousias, S. – Seismic Tests on Three Shaking Tables of a 1:8 Irregular BridgeModel in Support of Design Eurocode 8, Paper no. 2047, Proceedings of the 11 th World Conference onEarthquake Engineering, 1996.

15) Li Guoqiang, Zhou Xiangming and Ding Xiang. (2001). Shaking table study on a model of structure . Journal of Building Structure, 22:2, 2-7.

16) EERI (1999) Innovative Earthquake Rehabilitation in India, Lessons Learned Over Time, Vol. 2, Earthquake Engineering Research Institute, Oakland, CA.

17) ICJ (1998), Special Issue on Lessons from Recent Indian Earthquakes, , 72, 11, pp545-614

18) West, W.D. (1937), “Earthquakes in India (presidential address),” Proc. 24th Indian Science Congress, Hyderabad, pp189-227.

19) IS CODES

IS 1893 (PART -I) : 2002 IS 875 (PART -III) : 1987 IS800 :2007

20) BOOKS

Earthquake resistant structure design . by shrikhande Design of Steel structures by B.C.PUNMIA



Photographs of Prototype Model.


all chapters project group no 11

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