report 1 finale

7/24/2019 Report 1 Finale

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CHAPTER 1

OVERVIEW

1.1 OBJECTIVE

Design of prefabricated modular housing for different occupancies for the

inhabitants (about 5327 households) displaced due to the implementation of the

Pancheshwar Power Project on Mahakali i!er ("epal)#

1.2 NECESSITY

Pancheshwar Power Project is proposed as a "epal$%ndia bi$national scheme

on the Mahakali i!er with a capacit& of '72 M# ith its implementation* a total of

+,*33 persons from 5327 households ha!e been displaced for which rehabilitation

works ha!e to be completed b& 2,2$2,3 but as for now the progress is too slow to

reach the deadline#

-or faster construction and as an approach to affordable homes* it is

proposed to pro!ide a solution to mass housing using modular coordination method#

1.3 SCOPE

.he project en!isages selection of a suitable plan as per modular

coordination and use of building architecture for proper functioning and orientation of

the building#

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.he houses are proposed to be classified on the basis of income groups (i#e#

/igh %ncome 0roup* Medium %ncome 0roup and 1ow %ncome 0roup) which will thendecide the corresponding plan areas#

1.4 METHODOLOGY

election of a realistic site#

uggestion of a suitable plan for mass housing with grid dimensions#

election of t&pe of precast structural s&stem#

ollection of necessar& data and codal pro!isions as per re4uired for the

project#

election of t&pe of connection to be emplo&ed#

Design of structural precast members#

doption of t&pical joints and connections between precast and in$situ

members#

%nstallation of the members as per design plan.

Pro!ision for grid wise e6tension of the designed plan#

1.5 MAJOR DESIGN EXPERIENCE

1. Planning and la&out using modular coordination for different occupancies#

2. 0rid wise distribution of plan#

3. Design of connections between indi!idual precast members#

4. Design of structural and non$ structural precast members#

1.6 REALISTIC DESIGN CONSTRAINTS

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1. Man!a"#$%n& "'n(#$a%n#(

.he functional plan and the construction technolog& shall ensure that the

project can be implemented in the shortest possible time with acceptable4ualit

2. Sa!)#* "'n(#$a%n#(

.he design of all joints between prefabricated components shall meet the

accepted procedures#

3. S'"%a+ "'n(#$a%n#(

.he compulsion to pro!ide housing for people belonging to different strata in

societ& within the shortest possible time due to mass displacement#

1., RE-ERENCE TO CODES AND STANDARDS

Ta+) 1.1 R)!)$)n") #' "'/)( an/ (#an/a$/(.

C'/)( C'n#)0#

% ,278 ,92

ode for practice for design and construction of floors and roof

using precast reinforced: prestressed concrete#

% +5'8 2

Plain and einforced oncrete $ ode of Practice

1imit state design method* Material stresses* Design

coefficients#

% 3358,''ode of Practice for omposite onstruction

% 9758 ,97

Part (,;2)

Design loads for buildings and structures (Dead load ;

%mposed load)#

1. APPLICATION O- EARLIER CORSE WOR

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Ta+) 1.2 A+%"a#%'n '! )a$+%)$ "'$() '$(

1.7

M

LTIDISCIPLINARY COMPONENT AND TEAM WOR

.his project in!ol!es in interacting with the go!ernment officials of the

Pancheshwar Project for getting necessar& data#

1.18 SO-TWARE9E:IPMENT SED

ngineering Design of foundation


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2. ompletion of the project will finall& help in gaining !ital and practical

implementations in accordance with safet& and ser!iceabilit& of the designed

units#

1.12 -TRE SCOPE O- THE PROJECT

.he implementation of the project will be of a great help to the rising need

of 4uicker construction and in the field of mass housing techni4ues#

%t will be a boon for the weaker sections of societ& where owning a house is

still a common dream and the economic ad!antage of the project would be

effecti!el& implemented#

Pro!isions for e6tension of plan for other suitabilit& issues is also included

for satisf&ing different functional needs#

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CHAPTER 2

INTRODCTION

2.1 GENERAL

s a ci!il engineer* one should be familiar with all the aspects of ci!il

engineering practices be it housing* industrial* roads* airports* docks and harbors* dams*

transmission line towers an other h&draulic structures together with power plant

structures# .he curriculum for ci!il engineering* which has been e6posed all these four

&ears* has dealt with the rudiments of the abo!e subjects in our curriculum# %n order to

ha!e hands on e6perience with respect to designing a project* in which the design of

## structural elements is in!ol!ed* is taken#

2.2 LITERATRE REVIEW

.he basic principle of prefabrication* whereb& a home is prefabricated in one

location and then deli!ered to another* has been around for at least a few hundred &ears#

.he most widel& cited benefit of prefab is econom& of scale* as components or entire

homes can be produced in large 4uantities# ?ut this is not a prere4uisite for success#

.hereAs !alue in faster project schedules* fewer weather dela&s* and more efficient use of

materials thanks to optimiBation and 4ualit& control# =ne of the primar& benefits for the

bu&er is predictabilit&8 Predefined design details and construction processes gi!e the

client a degree of suret& about the outcome that is often absent in custom projects#

2.2.1 P$)()n# (")na$%' a$'n/ #


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?etween ,9 and ,+* ears* oebuck* and ompan& sold o!er 7*

prefabricated house kits b& mail to enterprising do$it$&ourselfers across "orth merica#

.hese read&$to$assemble homes featured precut wooden components cross$referenced toa blueprint# .hanks to robust engineering* durable materials* and some good

craftsmanship* man& of these homes are still in use#

fter orld ar %% the ames /ouse* in

Pacific Palisades* alifornia (,+)* e6plored the idea that a home could be constructed

from off$the$shelf industrial parts and harness economies of scale for read&$made

components#

%n the ,7s the


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.he most widel& cited benefit of prefab is econom& of scale* as components

or entire homes can be produced in large 4uantities# ?ut this is not a prere4uisite for

success# .hereAs !alue in faster project schedules* fewer weather dela&s* and moreefficient use of materials thanks to optimiBation and 4ualit& control# =ne of the primar&

benefits for the bu&er is predictabilit&8 Predefined design details and construction

processes gi!e the client a degree of suret& about the outcome that is often absent in

custom projects#

-ew of the following de!elopment trends ha!e been adopted in the recent

projects8

Majorit& of the latent defects such as poor joining and water leakage problems

found in

pre!ious projects ha!e been eliminated using in$situ fi6ed approach#

pplication has been di!ersified to other form of building construction#

apable of appl&ing to the construction of rather complicate shaped buildings#

More precast elements are in!ol!ed in the construction process#

=ther techni4ues like the using of mechanical formwork s&stem* lost$form or

tensioning techni4ues* are incorporated in the construction process (ef# 2)

2.2.2 P$)!a$%"a#%'n %n /)=)+'%n& "'n#$%)(> a "a() (#/* '! In/%a

Prefabrication in %ndia began with the emergence of the /industan /ousing

-actor .he compan& was de!eloped b& the first Prime Minister of %ndia* Pandit

Cawaharlal "ehru* as a solution to the housing crisis that resulted from the influ6 ofrefugees from est Pakistan in the ,5s# .he /industan /ousing -actor& pioneered the

production of pre$stressed concrete railwa& sleepers to replace dilapidated wooden

sleepers on %ndian ailwa&s# .he compan& changed its name shortl& thereafter to reflect

the di!ersit& of its operations# %t is now known as the /industan Prefab 1imited or /P1#

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1ocated in Delhi* toda& the go!ernment$ run compan& prefabricates primaril& precast

concrete for architectural and ci!il projects throughout greater %ndia#

hen /P1 began it was intended to produce low$income housing solutions

for the deficit in %ndia# Precast wall panels and frame members such as beams and

columns pro!ided a much needed set of tools to erect 4uick structures for mass housing#

.he most difficult technolog& transfer obstacle for the /P1 has been the cost of

machiner& and materials for production# ince the go!ernment could not recoup the

return on in!estment for the factor& through housing production* prefabrication from

/P1 began to ser!ice other markets including higher dollar ci!il and larger public and

hotel buildings#

.he 4ualit& of construction is much higher when components are

manufactured in a stable en!ironment such as the factor .his is especiall& true in %ndia

where toda&* prefabrication has become s&non&mous with durable* modern* and western

construction methods# Materials are used more efficientl&* are safer from climatic

damage* and can be reused in the material stream# ?ecause of these benefits* a general

consensus in %ndia is to mo!e prefabricated building s&stems be&ond precast concrete

for large$scale construction to additional market sectors including a resurgent interest in

appl&ing prefabrication technolog& to housing#

.raditional construction techni4ues in!ol!e the use of timber molds or

shuttering for roof spans and other structural s&stems# .hese temporar& timber structures

ha!e a short lifespan and due to the !olume of construction in the peak seasons of spring

and summer for larger well$funded projects are often una!ailable# .his hinders

construction schedules and does not allow projects to be completed before cooler or

rain& seasons begin# /owe!er* construction does not stop in the summer despite the lack

of proper e4uipment and material# %nstead* using makeshift methods for construction on

site leads to inappropriate means and hence a substandard 4ualit& of construction in

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finished buildings# .he prefabricated alternati!e to roof construction remo!es the issues

of timber molds and shuttering#

Material ad!ances in the prefabrication housing market ha!e also helped to

mitigate material failures# .he use of fl& ash in concrete increases its workabilit& and

impro!es thermal performance# %n addition* fl& ash concrete block is beginning to

replace traditional cla& bricks because it does not contain e6pansi!e soils that cause

walls and floors to crack with flu6es of temperature and humidit -l& ash is captured

from the coal burning process that generate electricit& and then reused to manufacture

more durable and stable building materials in a factor& en!ironment# .he material

manufacturing is more predictable and therefore ser!es to build more seismicall&

resistant structures#

Prefabrication technolog& has not transferred as easil& when compared with

other technologies because it is a production technolog& or knowledge based and not a

consumption technolog& or product based# .echnolog& transfer of prefabrication is not

as pertinent to architects as it is to manufacturers of building products* but we are

caretakers of culture in the > industr %n man& cases we are asked to help with man&

of the transfers that are occurring b& wa& of global practice or working for multi$

national firms that are producing prefabricated components and entire buildings for %ndia

and elsewhere# lthough transfers will continue to occur* especiall& in the area of

prefabrication in building* we should be well aware of how the decisions of


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labor issues# ?& casting all the building elements at one go* which is monolithic in

nature results in elimination of stage construction practice* thus dri!es Prefab techni4ues

in bigger and faster wa& in mass housing* presentl& in %ndia this sector stri!e to deli!erthe houses for urban poor and middle class# .he project including construction of a

cluster of 35 houses was implemented b& aji! 0andhi /ousing for .he arnataka

/ousing ?oard 0o!ernment of arnataka# pecifications of the project include the

following8

> /ouse for


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=n peed8

t site* 3 da& or + da& c&cle can be easil& achie!able and can complete the

entire house in a week time# .he -oundation* all ; oof components has to be

designed* based on the soil ; structural considerations# ll the details of >lectrical ;

Plumbing has to be precise and shall be placed in position before concreting# /owe!er*

the prefab technolog& is &et to mature enough in terms of cost* assembl& of elements at

site* issues associated with Coints ; its sealants etc#

=n Fualit&8

.he de$shuttering shall be done for wall ; roof after 2+ hours of concreting*

b& lea!ing ade4uate props to support roof concrete# /ence 4ualit& houses are built at one

go# .he maintenance of these houses o!er period will be !er& less or minimum# %n all

other methods* considerable change in design* manual errors* rectification* repetitions of

works etc# is seen during the project period and subse4uentl& demands high maintenance

cost#

=n 1abor8

.he re4uirement of labors is !er& minimum and hence* lesser 4ualit& issues

and speedier construction#

=n .echnolog&8

.he Prefab .echnolog& deli!ers the strong houses* which are more durable*

; sustainable against tornados* earth4uakes etc#* compare to an& other methods of

construction#

2.3 SMMARY O- LITERATRE REVIEW

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=ne of the major ad!ancements in construction technolog& has been

prefabricated structure# -or a countr& like %ndia that is on the cusp of a massi!e

infrastructure upgrade* prefabricated structures (better known as prefabs) ha!e a hugepositi!e implication# Prefabs ha!e a sprawling market in %ndia in areas ranging from

large industrial and commercial construction to mass housing# s far as mass housing

goes* the ad!antages of prefab are se!eral# -irst* it eliminates the need for constant

shuttering and scaffolding# %n the prefab method* self$supporting precast concrete

structures are used that promise to e6pedite the construction time* apart from

standardiBing the 4ualit& of the structure# eduction in gestation period means faster

returns on in!estment and of course* faster occupanc& of the houses#

Population e6plosion has alwa&s been a bottleneck to the de!elopment for

the %ndian societ& pro!iding housing for economicall& weaker sections (>) and low

income groups is both gigantic and a comple6 problem# %ndia desperatel& needs a lot of

rapid dwelling units# Mass housing projects prefabrication techni4ue is one of the

solutions to the o!ergrowing problem* which is benefitted through the following

ad!antages8

elf$supporting read&$made components are used* so the need for formwork*

shuttering and scaffolding is greatl& reduced#

onstruction time is reduced and buildings are completed sooner* allowing an

earlier return of the capital in!ested#

=n$site construction and congestion is minimiBed#

Fualit& control can be easier in a factor& assembl& line setting than a

construction site setting#

Prefabrication can be located where skilled labour is more readil& a!ailable and

costs of labour* power* materials* space and o!erheads are lower#

.ime spent in bad weather or haBardous en!ironments at the construction site is

minimiBed#

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1ess waste ma& occur#

d!anced materials such assandwich$structured compositecan be easil& used*

impro!ing thermal and sound insulation and air tightness#

14
http://en.m.wikipedia.org/wiki/Sandwich-structured_compositehttp://en.m.wikipedia.org/wiki/Sandwich-structured_compositehttp://en.m.wikipedia.org/wiki/Sandwich-structured_composite


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CHAPTER 3

OBJECTIVES AND SCOPE

3.1 OBJECTIVE

%n rehabilitation works for the gi!en power plant project* there is a need forfaster construction and as an approach to affordable homes for 5327 households* we

propose8

.he design of a modular house using prefabrication techni4ues#

3.2 SCOPE

.he rehabilitation site is Pithoragarh where an area of 9, hectares (2

acres) is allotted as shown in -igure 3#,#

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-%&. 3.1 Ma '! P%#


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%n order to reduce the time and cost of the project* it is proposed to adopt

prefabricated housing in this project#

.o minimise the number of components to be produced on a mass scale*

modular coordination will be adopted b& planning the different housing re4uirements#

3.3 MATERIALS AND METHODOLOGY

.he precast structure should be anal&Bed as a monolithic one and thejoints in them designed to take the forces of an e4ui!alent discrete s&stem#

esistance to horiBontal loading shall be pro!ided b& ha!ing appropriate moment

and shear resisting joints or placing shear walls in two directions at right angle or

otherwise# "o account is to be taken of rotational stiffness* if an& of the floor$wall

joint in case of precast bearing wall building# .he indi!idual components shall be

designed* taking into consideration the appropriate end conditions and loads at

!arious stages of construction# .he components of the structure shall be designed for

loads in accordance with code# %n addition members shall be designed for handling*

e6ertion and impact loads that might be e6pected during handling and erection#

3.3.1 T)$;%n'+'&* an/ ()"%!%"a#%'n(

Harious terms included in Modular oordination are8

,# Module$ a unit of siBe used in dimensional coordination#

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2# Modular grid$ a rectangular coordinate reference s&stem in which the distance

between consecuti!e lines is the basic module or a multi module# .his multi

module ma& differ for each of the two dimensions of the grid#3# Modular oordination$ a dimensional coordination emplo&ing the basic module

or a multi module# .he purposes of Modular oordination are to reduce the

!ariet& of component siBes produced and to allow the building designer greater

fle6ibilit& in the arrangement of components#

+# Multi module$ a module whose siBe is a selected multiple of the basic module#

-or selecting the materials for prefabrication the following factors should be

considered8

(a) >as& a!ailabilit& (b) 1ight weight for eas& handling and transport (c)

.hermal insulation propert& (d) >as& workabilit& (e) Durabilit& (f) "on combustibilit&

(g) ound insulation (h) >conom& (i) an& other special re4uirement in a particular

application#

3.3.2 R+)( $)+a#)/ #' a(%" )+);)n#(

set of rules as detailed below would be ade4uate for meeting the

re4uirements of con!entional and prefabricated construction# ules relate to the

following basic element8

(a) .he planning grid in both directions of the horiBontal plan shall be 3 M for residential

buildings# .he center lines of load bearing walls should preferabl& coincide with the

gridlines#

(b) .he planning module in the !ertical direction shall be ,M for residential buildings#

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(c) Preferred increments for sill heights* doors* and windows and other fenestration shall

be ,M#

(d) %n the case of internal columns* the grid lines shall coincide with the center lines of

columns# %n case of e6ternal columns and columns near the lift and stairwells* the grid

lines shall coincide with center lines of the column in the topmost store

3.3.3 R+)( $)+a#)/ #' "';'n)n#(

.he preferred dimensions of precast elements shall be as follows where M

represents a Module8

(a) -looring and oofing cheme8 Precast slabs or other precast structural flooring units8

,# 1ength $ "ominal length shall be in multiples of ,M#

2# idth $ "ominal width shall be in multiples of #5 M#

3# =!erall .hickness8 =!erall thickness shall be in multiples of #, M#

(b) ?eams8

,# 1ength $ "ominal length shall be in multiples of , M#

2# idth $ "ominal width shall be in multiples of #, M#

3# =!erall Depth $ =!erall depth of the floor Bone shall be in multiples of #, M#

(c) olumns8

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,# /eight $ /eight of columns for industrial and other building , M#

2# 1ateral Dimensions $ =!erall lateral dimension or diameter of columns shall

be in multiples of #, M#

(d) alls8

.hickness $ .he nominal thickness of walls shall be in multiples of #, M#

(e) 1intels8

,# 1ength $ "ominal length shall be in multiples of , M#

2# idth $ "ominal width shall be in multiples of #, M#

3# Depth $ "ominal depth shall be in multiples of #, M#

3.3.4 R)@%$);)n#( !'$ /)(%&n "'n(%/)$a#%'n(

(i) %n some con!entional forms of construction* e6perience has shown that the

structures are capable of safel& sustaining abnormal conditions of loading and

remaining stable after the remo!al of primar& structural member# %t has been shown

that some forms of building structure and particularl& some industrialiBed large panel

s&stem ha!e little reser!e strength to resist forces not specificall& catered for in the

design#

(ii) de4uate buttressing of e6ternal wall panels is important since these elements

are not full& restrained on both sides b& floor panels# .he designer ma& take

ade4uate design precautions# >6perience shows that the e6ternal wall panel

connections are the weakest points of a precast panel building#

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(iii) %t is e4uall& important to pro!ide restraint to all load bearing elements at the

corners of the building# .hese elements and the e6ternal ends of cross$wall units

should be stiffened either b& introducing columns as connecting units or b& jointingthem to non$structural wall units which in emergenc& ma& support the load# Cointing

of these units should be done bearing in mind the need for load support in an

emergenc

(i!) %n prefabricated construction* the possibilit& of gas or other e6plosions which

can remo!e primar& structural elements leading to progressi!e collapse of the

structure shall be taken into account# %t is* therefore* necessar& to consider the

possibilit& of progressi!e collapse in which the failure or displacement of one

element of a structure causes the failure or displacement of another element and

results in the partial or total collapse of the building#

(!) Pro!ision in the design to reduce the probabilit& of progressi!e collapse is

essential in buildings of o!er si6 store&s and is of relati!el& higher priorit& than for

buildings of lower height#

(!i) %t is necessar& to ensure that an& local damage to a structure does not spread to

other parts of the structure remote from the point of mishap and that the o!erall

stabilit& is not impaired* but it ma& not be necessar& to stiffen all parts of the

structure against local damage or collapse in the immediate !icinit& of a mishap*

unless the design briefs specificall& re4uires this to be done#

(!ii) dditional protection ma& be re4uired in respect of damage from !ehicles*

further it is necessar& to consider the effect of damage to or displacement of a load$

bearing member b& an uncontrolled !ehicle# %t is strongl& recommended that

concrete kerbs or similar method ade4uatel& protect important structural members#

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(!iii) %n all aspects of erection that affect structural design* it is essential that the

designer should maintain a close liaison with the builder or contractor regarding the

erection procedures to be followed#

(i6) -ailures that ha!e occurred during construction appear to be of two t&pes# .he

first of these is the pack$of$cards t&pe of collapse in* which the absence of

restraining elements* such as partitions* cladding or shear walls* and means that the

structure is not stable during the construction period# .he second is the situation in

which one element falls during erection and lands on an element below# .he

connections of the lower element then gi!e wa& under the loading* both static and

d&namic* and a chain reaction of further collapse is set up#

precaution against the first form of failure is that the o!erall stabilit& of

a building shall be considered in all its erection stages as well as in its completed

state# ll joints that ma& be re4uired to resist moments and shears during the erection

stage onl& shall be designed with these in mind# .emporar& works re4uired to

pro!ide stabilit& during construction shall be designed carefull

.o guard against the second form of failure* that is* the dropping of a unit

during erection* particular attention shall be gi!en to the details of all pre$formed

units and their seatings to ensure that the& are sufficientl& robust to withstand the

ma6imum stresses that can arise from site conditions# Precast concrete construction

generall& shall be capable of withstanding the impact forces that can arise from bad

workmanship on site#

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3.3.5 R)@%$);)n#( '! ?'%n#( an/ "'nn)"#%'n(

.he design of joints shall be made in the light of their assessment with

respect to the following considerations8

(i) -easibilit& $ .he feasibilit& of a joint shall be determined b& its load$carr&ing

capacit& in the particular situation in which the joint is to function#

(ii) Practicabilit& $ Practicabilit& of joint shall be determined b& the amount and t&pe

of material re4uired in construction* cost of material* fabrication and erection and the

time for fabrication and erection#

(iii) er!iceabilit& $ er!iceabilit& shall be determined b& the joints and e6pected

beha!ior for repeated or possible o!erloading and e6posure to climatic or chemical

conditions#

(i!) -ire ating $ .he fire rating for joints of precast components shall be higher or at

least e4ual to connecting members#

(!) ppearance $ .he appearance of precast components joint shall merge with

architectural aesthetic appearance and shall not be ph&sicall& prominent compared to

other parts of structural components#

.he following are the re4uirements of a structural joint8

(a) %t shall be capable of being designed to transfer the imposed load and momentswith a known margin of safet

(b) %t shall occur at logical locations in the structure and at points which ma& be most

readil& anal&Bed and easil& reinforced#

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(c) %t shall accept the loads without marked displacement or rotation and a!oid high

local stresses#

(d) %t shall accommodate tolerances in elements#

(e) %t shall re4uire little temporar& support* permit adjustment and demand onl& a

few distinct operation to make#

(f) %t shall permit effecti!e inspection and rectification#

(g) %t shall be reliable in ser!ice with other parts of the building#

(h) %t shall enable the structure to absorb sufficient energ& during earth4uakes so as

to a!oid sudden failure of the structure#

Coining techni4ues:materials normall& emplo&ed are8

(a) elding of cleats or projecting steel#

(b) =!erlapping reinforcement* loops and linking steel grouted b& concrete#

(c) einforced concrete ties all round a slab#

(d) Prestressing#

(e) >po6& grouting#

(f) ?olts and nuts connection#

(g) combination of the abo!e* and

(h) n& other method pro!en b& test#

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3.3.6 S#a"%n& /$%n& #$an('$# an/ (#'$a&)

>!er& precaution shall be taken against o!erstress or damage* b& the

pro!ision of suitable packings at agreed points of support# Particular attention is

directed to the inherent dangers of breakage and damage caused b& supporting other

than at two positions* and also b& the careless placing of packings for e6ample* not

!erticall& one abo!e the other)# ibs* corners and intricate projections from solid

section should be ade4uatel& protected# .acking pieces shall be ade4uatel& protected#

.acking pieces shall not discolor* disfigure or otherwise permanentl& cause mark onunite or members# tacking shall be arranged or the precast units should be

protected* so as to pre!ent the accumulation of trapped water or rubbish* and if

necessar& to reduce the risk of efflorescence#

.he following points shall be kept in !iew during stacking8

(a) are should be taken to ensure that the flat elements are stacked with right side

up# -or identification* top surfaces should be clearl& marked#

(b) tacking should be done on a hard and suitable ground to a!oid an& sinking of

support when elements are stacked#

(c) %n case of horiBontal stacking* packing materials shall be at specified locations

and shall be e6actl& one o!er the other to a!oid cantile!er stress in panels#

(d) omponents should be packed in a uniform wa& to a!oid an& undue projection of

elements in the stack* which normall& is a source of accident#

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3.3., Han/+%n& a$$an&);)n#(

1ifting and handling positions shall be dearl& defined particularl& where

these sections are critical# here necessar& special facilities* such as bolt holes or

projecting loops* shall be pro!ided in the units and full instructions supplied for

handling#

-or precast prestressed concrete members* the residual stress at the age

of particular operation of handling and erection shall be considered in conjunction

with an& stresses caused b& the handling or erection of member# .he compressi!e

stress thus computed shall not e6ceed 5 percent of the cube strength of the concrete

at the time of handling and erection#

3.3. E@%;)n# $)@%$)/

.he e4uipment used to the precast concrete industr&:construction ma& be

classified into the following categories8

(a) Machiner& re4uired for 4uarr&ing of coarse and fine aggregates#

(b) on!e&ing e4uipment such as bolt con!e&ors* chain con!e&ors* screw con!e&ors*

bucket ele!ators* hoists* etc#

(c) oncrete mi6ing machines

(d) oncrete !ibrating machines

26


27/119

(e) >rection e4uipment such as cranes* derricks* hoists* chain pulle& blocks* etc#

f) .ransport machiner& such as tractor$cum$trailers* dumpers* lorries* locomoti!es*

motor boats and rarel& e!en helicopters#

(g) orkshop machiner& for making and repairing teel and timber moulds#

(h) ?ar straightening* bending and welding machines to make reinforcement cages#

(i) Minor tools and tackles such as wheelbarrows* concrete buckets* etc#

(j) team generation plant for accelerated curing#

%n addition to the abo!e* pumps and soil compacting machiner&are

re4uired at the building site for the e6ecution of ci!il engineeringprojects in!ol!ing

prefabricated components#

3.4 CONCLDING REMARS

%n order to cope with the demand for housing to fulfill the deficit in housing*

prefabrication will definitel& sta& once it is adopted# .his ma& definitel& impro!e 4ualit&

of construction* durabilit& of components* time of construction and aesthetics of

surroundings# .he ne6t chapter gi!es the details of planning and design of prefab

components as per Modular oordination and architectural inputs#

27


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CHAPTER 4

RESLTS AND DISCSSIONS

4.1 PLANNING

4.1.1 In#$'/"#%'n

hile designing a building* the prere4uisite is a proper plan# .he procedure

for selection of a plan encompasses plot dimensions and architectural inputs#

Plot dimensions are gi!en or assumed 4uantities to which the plan must

compl %t should ha!e the basic re4uirements of the building like a house needs

a bedroom* li!ing area* kitchen* bathroom* toilet* dining area etc#

rchitectural inputs such as the sun diagram are re4uired for a proper

orientation of the building# nthropometrics* space standards* functional

planning and circulation are other architectural inputs to be taken care of while

designing a plan#

.he introduction of Modular oordination in the industr& not onl&

pro!ides dimensional basis for the coordination of dimensions and of those

buildings incorporating them* but also it acts as a tool towards rationaliBation and

industrialiBation of the building industr Modular oordination is essentiall&

based on the use of modules (basic module and multi$modules) and a reference

28


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s&stem to define coordinating spaces and Bones for building elements and for the

components which form them# %t is a concept of coordination of dimension and

space* in which buildings and components are dimensioned and positioned interms of a basic unit or module* known as , M# .here are standard rules to abide

b& $ ules for locating building elements within the reference s&stemI ules for

siBing building components in order to determine their work siBesI ules for

defining preferred siBes for building components and coordinating dimensions

for buildings# %t permits a fle6ible t&pe of standardiBation* which encourages the

use of a limited number of standardiBed building components for the construction

of different t&pes of buildings# %t ensures dimensional coordination between

installation (e4uipment* storage units* other fitted furniture etc#) as well as with

the rest of the building#

.he application of Modular oordination ma& be applied to the design*

manufacture and assembl& of buildings* their components and installations* and

it affects the twin factors of position and dimension# Modular oordination ma&

be applied to a wide range of building technologies* ranging from component

building through partial prefabrication to rationaliBed traditional building

methods# dditionall&* components* which are coordinated on a modular basis*

ma& be used in reno!ation programs#

4.1.2 ARCHITECTRAL INPTS

4.1.2.1 ORIENTATION

.he ideal house orientation is that the main long a6is of the building runs

>ast$est* i#e# ridge line# %t is !er& important that the house should be oriented

29


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with respect to the sun and not to magnetic north# .he most used rooms must be

on the side of the house oriented towards the sun# lso the least used rooms on

the side of the house in shade# .he orientation of a house is done according to thesun$diagram as shown in -igure +#,# (ef# ,)

-%&. 4.1 Tast

as the cooking direction#

30


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ombined ?athroom and ater loset (2+J,2)8 %n the "orthwest or est

and ne!er be placed ne6t to the kitchen#

?edroom (3J+)8 /ead direction towards outh and bedroom location is

outhwest

1i!ing (3J+)8 %deal in the "orthwest direction

Herandah8 ?est suited in the "orth# (ef# ,)

-%&. 4.2 An#


32/119

architectural space is man$made# .he space must be technicall& efficient and

aestheticall& satisf&ing#

>!er& space accommodates an acti!it& or a function* which decides the

area and !olume re4uired# .he acti!ities determine the furniture re4uirements for

the space#

4.1.2.4 -NCTIONAL PLANNING AND CIRCLATION

%dentif&ing the spatial re4uirements and ps&chological needs de!eloped

in the functional program is a primar& element of the planning process that

translates to an ownerKs spatial and ser!ice re4uirements for a building or facilit

e& tasks in this process are8 problem definition or statement* establishing goals*

collecting and anal&Bing facts* establishing functional relationships* and

unco!ering and testing concepts# .here is also a need to design for fle6ibilit& of

programmed space# successfull& designed building that functions properl& in

all respects is composed of building s&stems* materials* and technologies that are

selected and integrated to be mutuall& supporti!e as a cohesi!e whole s&stem#

.he accessibilit& of circulation s&stems determines the o!er$all e6tent of

access that can be attained in a buildingI therefore* these parts of buildings are

gi!en high priorit& in code re!iews for barrier$free design#

4.1.3 -INALISATION O- PLANS -OR DI--ERENT OCCPANCIES

32


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4.1.3.1 PROPOSED PLAN -OR LIG WITH GRID LINES

.he plan for 1%0 is shown in -igure +#3 with a carpet area of ' m 2#

-%&. 4.3 P+an !'$ LIG D%;)n(%'n( a$) %nn)$ /%;)n(%'n( an/ a$) %n ;.

4.1.3.2 PROPOSED PLAN -OR MIG WITH GRID LINES

.he plan for M%0 is shown in -igure +#+ with a carpet area of m 2#

33


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-%&. 4.4 P+an !'$ MIG D%;)n(%'n( a$) %nn)$ /%;)n(%'n( an/ a$) %n ;.

4.1.3.3. PROPOSED PLAN -OR HIG WITH GRID LINES

.he plan for /%0 is shown in -igure +#5 with a carpet area of ,5 m 2#

34


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-%&. 4.5 P+an !'$ HIG D%;)n(%'n( a$) %nn)$ /%;)n(%'n( an/ a$) %n ;.

4.2 ANALYSIS

4.2.1 E(#%;a#%'n '! +'a/( !'$ #


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4.2.1.1 Loads for slabs

elf weight of lab L concreteJbJD L wself

1i!e 1oad (% 975 Part$2I Pg8 ) L 2

kN

m2

-loor -inish L ,kN

m2

Design


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eight of slabL concJ ? J D J .

eight of beamsL concJ ? J D J .

eight of wallL masonr&J 1 J / J .

elf weight L concJ 1 J ? J D

4.2.1.4 Loads for footing

1oad on the column L a6ial

elf weight of footing L ,E (a6ial)

.otal loadL a6ial N ,E (a6ial)

4.2.2 G$%/%() /%(#$%#%'n '! (#$"#$a+ )+);)n#(

37


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-%&. 4.6 ATOCAD +an (


39/119

"umber of slab elements of dimensions 3 m J 5 m L + N 2

"umber of beams of span 3 m L ' N 2

"umber of beams of span 5 m L ' N 3

"umber of columns L N 3

4.2.2.3 Modular coordination applied to HIG housing

"umber of slab elements of dimensions 3 m J 5 m L + N 2 N +

"umber of beams of span 3 m L ' N 2 N +

"umber of beams of span 5 m L ' N 3 N 3

"umber of columns L N 3 N +

4.3 DESIGNS

4.3.1 In#$'/"#%'n

.he t&pical structural elements are identified considering the -igure .he

indentified elements are

,# -ooting

2# olumn

3# lab

+# ?eams

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.he loads on these elements are calculated considering the plan# .he

re4uired data and other re4uirements for the design of structural elements are

pro!ided then and there# ll the elements are checked for ade4uac& with respectto handling stresses which is uni4ue for prefab construction# %n the absence of

codal pro!isions for joints* the recommended detailing of joints are followed#

4.3.2 -'n/a#%'n

-oundation is a sub$structure of a building which is alwa&s in contactwith soil* to transmit the super$structure load safel& to the subsoil* in such a wa&

that the actual pressure on the soil below foundation should be less than the safe

bearing capacit& of the soil#

ccording to .erBaghi* if the depth of foundation is less than or e4ual to

width of foundation* then such foundation is called shallow foundation# ?ut if the

depth of foundation is greater than its width then the foundation is known as

deep foundation#

.&pes of hallow foundation8

i# %solated foundation8 s4uare* rectangle* circle#

ii# ombined foundation8 rectangle and trapeBoidal

iii# trap footingi!# Mat or aft foundation

.&pes of Deep foundation8

40


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i# Pile foundation

ii# Pier foundation

iii# ell foundation

i!# aisson

4.3.2.1 Design procedure for isolated square footing

S#)1>

-ind out the depth of the foundation Dffrom the following formula8

qs

s[1sin1+sin

]2

(+#,)

here*

DfL depth of foundation in meter

4sL safe bearing capacit& of soil in kPa

s L unit weight of soil inkN

m3

L internal angle of cohesion L 3o

S#)2>

-ind out the plan area

41


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rea L L load

qs

(+#2)

1oad L N f

here*

L load from column in k"

fL self weight of foundation in k" L ,E of

4sL safe bearing capacit& of soil inkN

m3

S#)3>

-ind out the length and breadth of foundation#

1 ? L rea Ofor rectangular foundation

? ? L rea Ofor s4uare foundation

4d

2 L rea Ofor circular foundation

S#)4>

-ind out ma6imum bending moment at the face of column

S#)5>

-ind out the thickness of footing from the following formula#

42


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Mu* limitL #,39fckbd2 (+#3)

here*

Mu*limitL ma6imum bending moment in k"$m

fckL characteristic strength of concrete in

N

mm2

b L width of the section

d L effecti!e depth

S#)6>

-ind out area of tension steel from following formula8

u,limit= .87 fyA std [1 fyA stfckbd]M

(+#+)

here*

Mu*limitL ma6imum bending moment in k"$m

f&L &ield strength of steel in MPa

d L effecti!e depth

stL area of tension steel

S#),>

.he footing must be checked for one wa& shear# ccording to %$+5'82* the critical

section for one wa& shear will take place at a distance QdA from one face of column#

here*

43


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d L effecti!e depth of foundation

S#)>

.he section must be checked for two wa& shear# ccording to %$+5'82* the critical

section for two wa& shear will occur at a distance d

2

from all faces of column#

S#)7>

.he footing must be checked for load at the base of column

c*br L

wcol

A g 0.45 fck

A1

A2

here*

c*br L bearing stress

wcolL load on column

gL gross area of column

fckL characteristic compressi!e strength of concrete in MPa

A

1

A2

L 2 (?& %8 +5'82)

S#) 18>

44


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pacing of main reinforcementsL 0.785main2

A st b

pacing of trans!erse reinforcementL 0.785transvrs2

A st, main b

4.3.2.2 Design calculations

Da#a>

, ? of soil L 2 kPa

2 D)#)$;%na#%'n '! +an a$)a

45


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rea L L

load

qs

L

!+!fqs

L258+0.1258

200

L ,#+, m2

S#) 3> D)#)$;%na#%'n '! %/#< '! !'n/a#%'n

ssuming a s4uare footing8

idth of the s4uare footing L ? L A L 1.419 L ,#, m

1ets us assume the width of the footing L ,#2 m

/ence* we ha!e to pro!ide a s4uare footing of siBe ,#2 m 1.2

m

S#) 4> D)#)$;%na#%'n '! ;a0%;; )n/%n& ;';)n#

Ma6imum bending moment Lw a

2

2

here*

wL upward soil pressure inkNm

a=

"

2

b

2

46


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?L width of foundation L ,#2 m

? L width of column L 3 mm L #3 m

w L

load

column[ #lanara ]

J ?

L[258

1.22]

J ,#2

L 2,5

kN

m


48/119

u=.87 fyA std [1fyA stfckbd]M

32#'5 106

L .87415 A st175 [1 415A st201200175 ]

-rom the abo!e e4uation8Ast L 5+'#22 mm2

A st,min=.0012(b $)

.0012(1200230) L 33,#2 mm2

/ence*A st>A st,min

S#) ,> C


49/119

-%&. 4.6 C$%#%"a+ ()"#%'n !'$ 'n) a* (


50/119

!

k c

-rom % +5'8 2* table number ,8

#rcntagof tnsionstl=#=100Ast

bd L #2'

-or*

p L #2' andfck L 2 MPa

c=.36 MPa

k=1

/ence*

!(k c )

.he depth chosen is not ade4uate as per one wa& shear criteria and the depth has to be

redesigned#

[ 1.52581.22 ] [ .275d ] 1.2=.361.2 d

-rom the abo!e e4uationI d L 27+ mm

dopting the depth to be 3 mm

S#) > C


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-%&. 4. C$%#%"a+ ()"#%'n !'$ n"


52/119

!Vksc

/ence* the design is safe#

S#) 7> C


53/119

ssuming 9 mm diameter bars* spacing L s L.785641200

.00123561200 L ,,7#' mm ,

mm

/ence* 9 mm dia -e+,5 bars will be pro!ided X , mm c:c distance as trans!erse

reinforcement#

-%&.4.7 R)%n!'$");)n# /)#a%+( '! (@a$) !''#%n&

53


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4.3.3 COLMN

4.3.3.1 Introduction

olumn is a !ertical compression member* whose main function is to transfer

load from slabs and beams to the foundation#

column is subjected to following stresses8

%# Direct compression#

%%# ompression as well as bending stress due to eccentric loading#

T*)( '! "'+;n(>

%# Pedestal8 column is said to be pedestal if its effecti!e length to breadth ratio is less than

3#lff

b


55/119

%%# hort column8

column is said to be short column when if its effecti!e length to breadth ratio is

between 3 to ,2#

%%%# 1ong column8

column is said to be long column if its effecti!e length to breadth ratio is

greater than ,2#

4.3.3.2 Design procedure

/ere* in this project we will adopt limit state method for design of columns as per %

+5'82#

.>P ,8 1oad calculations

1oad on columnL P k"

Design constant a) 0rade of concrete LM 2 b) 0rade of steel L -e +,5#

1 L


56/119

,# %f both the ends are fi6ed then* 1effL #'5 J length of column#

2# %f one end is fi6ed and another is pinned then 1effL #9 J length of column#

3# %f one end is fi6ed and other end is free then 1effL 2 J length of column#

+# %f both the ends are pinned then* 1effL ,# J length of column#

%f lff

b


57/119

.>P 58 1ongitudinal reinforcements

-rom scand g!alues* calculate number of bars#

-or Z* number of barsL "

.>P +8 hear reinforcements

a) elect diameter of lateral ties least of ' mm or ,:+ diameter of the largest longitudinal

bar not less than ,' mm diameter#

b) pacing of lateral ties least of

i) 1east lateral dimension of column

ii) i6teen times the smallest diameter of bar

iii) 3 mm

.>P '8 heck for erection stresses

/ooks are pro!ided at (

3

offset from both edges#

1oad on beam due to erectionL self weight of columnL w

heck for dimensions8

"egati!e moment at the edge due to cantile!erLwl

2

2

Positi!e moment at mid spanL wl2

8

"et e6cess momentL Positi!e moment [ "egati!e moment

Me6cessL #,39fckbd2

d should be less than adopted depth* for safe condition#

57


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heck for shear8

HuL wu l

2

!L %

bd

-or !alues of ! and pt* refer table ,* %+5'$2I Pg8 73 to find the !alue of \c#

\c should be less than !* for safe in shear#

4.3.3.3 Interior column design


1oad on columnL ,2 k"#

Design constant a) 0rade of concrete LM2 b) 0rade of steel L -e +,5#

1 L P 38 .&pe of column

58


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lff

bL,9#' W ,2* hence long column#

.>P +8 dditional moment due to buckling in long column

Ma6 L Ma& L 'u $

2000 ((ff$)

2

'u $

2000 ((ff$)

2

L 9#+ k"$m

PuBL #+5fckcN #75f&sc L 75,#+ k"

'u

'u) L #2* YnL ,

Mu6 L Mu& L ,5#29 k"$m*

Mu*, limMu*

N

Muy, limMuy

L #59 V,# as per P,' Design ids


scL ,# E gL '25 mm2

-or Z L ,2 mm* number of bar L " L5#52' '

.>P '8 hear reinforcements

a) elect diameter of lateral ties least of

' mm or ,:+ diameter of the largest longitudinal bar not less than ,' mm diameter#

59


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Diameter of the lateral ties : link L9 mm

b) pacing of lateral ties : link least of

i) 1east lateral dimension of column L25 mmii) i6teen times the smallest diameter of bar L ,'J,2L,2 mm and

iii) 3 mm

Pro!ide 9 mmZ X,5 mm c:c

.>P 78 ummar& of design

,# olumn siBe8 25 J 25 mm2

2# 1ongitudinal teel8 '],2

3# 1ateral teel8 21]9 X,5 mm c:c

.>P 98 heck for erection stresses


3

m i#e# ,#55 m offset from both edges as shown in -igure

+#,#

-%&. 4.18 H'' $'=%(%'n %n "'+;n(

1oad on beam due to erectionL self weight of columnL ,#5'25kN

m


60


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"egati!e moment at the edge due to cantile!er L wl2

2

L

1.56251.552

2 L ,#97 k"$m

Positi!e moment at mid span L wl2

8

L 1.56252.3252

8

L,#5 k"$

m

"et e6cess moment L #9,+ k"$m

Me6cessL #,39fckbd2

d L 3+#35 mm V ,7 mm* /ence chosen depth is safe

heck for shear8

HuL wu l

2

L 1.56251.15

2

Hu L #99 k"

!L%u

b dL 898

250250L #,+

N

mm2

ptL ,#

(efer table ,* %+5'$2I Pg8 73)

\c L #'2

N

mm2 W ! (#,+

N

mm2 )

61


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/ence hear afe

.hus column is safe for erection stresses too#

-%&. 4.11 In#)$%'$ "'+;n /)#a%+(

4.3.3.4 !terior column design


1oad on columnL ,72 k"#

Design constant a) 0rade of concrete LM 2 b) 0rade of steel L -e +,5#

62


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1 L


64/119

Mu6 L Mu& L ,#2 k"$m*

Mu*, lim

Mu*

N

Muy, lim

Muy

L #7 V ,# as per P,' Design ids


scL ,# E gL mm2

-or Z L ,2 mm* number of bars L " L 9

Pro!ide 9],2 as longitudinal steel#

.>P '8 hear reinforcements

a) elect diameter of lateral ties least of

' mm or ,:+ diameter of the largest longitudinal bar not less than ,' mm diameter#

Diameter of the lateral ties : link L9 mm

b) pacing of lateral ties : link 1east of

i) 1east lateral dimension of column L 3 mm

ii) i6teen times the smallest diameter of bar L ,'J,2 L ,2 mm and

iii) 3 mm

Pro!ide 21]9 X,5 mm c:c

.>P 78 ummar& of design

,# olumn siBe8 3J3 mm2

2# 1ongitudinal teel8 9],2

3# 1ateral teel8 21]9 X,5 mm c:c


64


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3

m i#e# ,#55m offset from both edges#

1oad on beam due to erection L self weight of column L 2#25kN

m



2

L 2.251.552

2

L 2#7 k"$m


8

L 2.252.3252

8

L ,#529 k"$m

"et e6cess moment L ,#,9 k"$m

Me6cessL #,39fckbd2

d L 37#75 mm V 2, mm* /ence chosen depth is safe

heck for shear8

HuL wu l

2

L 2.251.15

2

Hu L ,#2 k"

!L%u

b dL #,+

N

mm2

ptL ,#

65


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(efer table ,* %+5'$2I Pg8 73)

\c L #'2

N

mm2

W ! (#,+

N

mm2

)

/ence hear afe

.hus column is safe for erection stresses too#

-%&. 4.12 E0#)$%'$ "'+;n /)#a%+(

4.3.4 BEAM

66


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4.3.4.1 Introduction

beam is a structural element that is capable of withstanding load primaril& b&

resisting bending# .he bending force is induced into the material of the beam as a result

of the e6ternal loads* own weight* span and e6ternal reactions to these loads#

?eams are generall& described b& how the& are supported# upports restrict

lateral and:or rotational mo!ements so as to satisf& stabilit& conditions as well as to limit

the deformations to a certain allowance# simple beam is supported b& a pin support at

one end and a roller support at the other end# beam with a laterall& and rotationall&fi6ed support at one end with no support at the other end is called a cantile!er beam#

beam simpl& supported at two points and ha!ing one end or both ends e6tended be&ond

the supports is called an o!erhanging beam#

4.3.4.2 D)(%&n $'")/$) !'$ /)(%&n '! a )a;

.>P ,8 dopt a preliminar& breadth and depth

dL(

"asic valu for vrtical dflction limit as #r +456: 2000- 'ag37

DLdN effecti!e co!er

b L $2

.>P 28 1oad calculations

elf weight wself L concJ b J D

67


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eight of brick masonr& wall if supported o!er it wwall L masonr&J l J t

1i!e load as per % 975(Part 2)8,97 L wli!e

.otal 1oad L wselfNwwallNwli!e

-actored 1oadL uL J,#5

.>P 38 Moment calculations

Mu L !u lff2

8

Mu*limL #,39fckbd2

I! MM+%;a/'#)/ /%;)n(%'n( a$) (a!).

.>P +8 einforcement details

MuL #97Jf&JstJd(,$A

st f

y

b d f ck)

stis calculated from abo!e formula

st* minimumL .85

fy

Jb J D

-or st* calWst* min or st* calVst* min

dopt ^ diameter bars#

68


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"umber of bars L

ara of on A st , calA st , min w . ic . vr gratr

-or higher depth beams side face reinforcement are pro!ided for st*face L #,E of bwJdw

.>P 58 Design of stirrups

hear force Hu L wu l

2

"ominal shear stress L %u

b d

Permissible hear trength of concrete is referred from .able , % +5' using M 2 and

st!alue#

%f "ominal shear stressV Permissible hear trength* stirrups are pro!ided for "ominal

shear stressL Permissible hear trength#

%f "ominal shear stressW Permissible hear trength* stirrups are pro!ided for "ominal

shear stress#

HusL 0.87 fy A sv d

v

s!is found from abo!e formula#

-or the selected stirrup* its area should alwa&s be greater than s!#

.>P '8 heck for deflection

69


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?asic (

d

L 2

-or pt find ktreferring %+5'$2* Pg8 39

Ma6 W ctual

%f ?asic J ktWctual then the beam is safe in deflection#


/ooks are pro!ided at #3m offset from both edges#

1oad on beam due to erectionL self weight of beam

C


71/119

dL (

15

L 3000

15

L 2mm

DLdNeffecti!e co!erL 2N3L 23mm

b L,5mm


elf weightL concJ b J D L 25J#,5J#23 L #9'25kN

m

eight of brick masonr& wall abo!e plinth L masonr&J l J t L,J2#'J#,5 L 7#+,kN

m

.otal 1oadL 9#27kN

m

-actored 1oadL ,#5J9#27L,2#+[LkN

m


MuL !u lff2

30

L 1332

30

L 3# k"$m (based on elastic foundation)

Mu*limL #,39fckbd2 L ,'#5' k"$m

MM+%;H)n") a/'#)/ /%;)n(%'n( a$) (a!).


71


72/119

MuL #97Jf&JstJd (,$ A st fy

b d f ck

)

stL5' mm2

st* minimumL &85

fy

Jb J D L .85

415

J,5J23 L 7#'' mm2

st* calVst* min

dopt 9mm diameter bars#

"umber of bars L 2

H)n") $'=%/%n& 3Y a( #)n(%'n (#))+ an/ 2Y a( #' P 58 Design of stirrups

hear force HuL wu l

2

L 133

2

L ,#5 k"


b d

L 19500

150200

L #'5 N

mm2

Permissible hear trength of concrete as per .able , % +5' for M2 and st L ,5#72

mm2* \c L#3

N

mm2

"ominal shear stress W Permissible hear trength* stirrups are pro!ided for "ominal

shear stress#

72


73/119

HusL 0.87 fy A sv d

v

,5 L 0.87415 A sv 200

300

s!L 9,#, mm2

-or a two legged 9 mm diameter stirrup* 2J5#2+L,#+9 mm 2 W s!

H)n") $'=%/) 2LYF388 ;; "9" !'$ (P 78 heck for erection stresses


1oad on beam due to erectionL self weight of beam L #9'25kN

m

73


74/119

C


75/119


dL (

20

L 5000

20

L 25 mm

DLdNeffecti!e co!erL 25N3L 29 mm

b L,5mm


elf weightL concJ b J DL 25J#,5 J #29 L ,#5

kN

m

eight of brick masonr& wall abo!e plinth L masonr&J l J tL , J 2#' J #,5L 7#+,kN

m

.otal 1oadL 9#+'kN

m

-actored 1oadL ,#5J9#+'L,3kNm


MuL !u lff2

30

L !u lff2

30

L ,#933 k"$m (based on elastic

foundation)

Mu*limL #,39fckbd2 L 25#975 k"$m

MM+%; H)n") a/'#)/ /%;)n(%'n( a$) (a!).

75


76/119


MuL #97Jf&JstJd(,$ Ast fy

b d f ck

)

stL ,2#22 mm2

st* minimumL .85

fy

Jb J D L .85

415

J,5J29 L 9'#2 mm2

st* cal

Wst* min

dopt , mm diameter bars#

"umber of barsL 3

H)n") $'=%/%n& 3Y18 a( #)n(%'n (#))+ an/ 2Y a( #' P 58 Design of stirrups

hear force HuL wu l2

L 1352

L 32#5 k"

"ominal shear stressL %u

b d

L 32500

150250

L #97 N

mm2

Permissible hear trength of concrete as per .able , % +5' for M 2 and stL 235#5

mm2*\cL#5N

mm2

"ominal shear stressW Permissible hear trength* stirrups are pro!ided for "ominal

shear stress#

76


77/119

HusL

0.87 fy A sv d

v

325 L 0.87415 A sv 250

300

s!L ,9#, mm2

-or a two legged , mm diameter stirrup* 2J79#5L,57 mm 2 Ws!

H)n") $'=%/) 2LY18F388 ;; "9" !'$ (


78/119

-%& 4.14 H'' $'=%(%'n %n )a;(

C


79/119

-%&. 4.15 D)#a%+( '! P+%n#< )a; P 28 1oad calculations

elf weightL concJ b J DL 25J#,5J#3 L,#,25kN

m

79


80/119

Dead weight of slabL concJ b J D L 25J,J#,+ L 3#5kN

m

1i!e 1oad L 2kN

m

-loor -inish L ,kN

m

.otal 1oad L 7#'25kN

m

-actored 1oadL ,#5J7#'25L ,,#5kN

m


MuL !u lff2

8

L 11.532

8

L ,2#+ k"$m

Mu*limL #,39fckbd2 L 2#7 k"$m

MM+%;H)n") a/'#)/ /%;)n(%'n( a$) (a!).



b d f ck

)

stL,3'#7 mm2

80


81/119

st* minimumL &85

fy

Jb J D L .85

415

J,5J3 L 2#,7 mm2

st* calWst* min

dopt , mm diameter bars#

"umber of barsL 2


hear force HuL wu l

214

L 11.53

2

L ,7#25 k"


b d

L 17250

150265

L #+3 N

mm2

Permissible hear trength of concrete as per .able , % +5' for M2 and stL235#5

mm2* \cL#5N

mm2

"ominal shear stressV Permissible hear trength* still nominal stirrups are pro!ided for

"ominal shear stressL Permissible hear trength#

81


82/119

HusL 0.87 fy A sv d

v

,725 L 0.87415 A sv 265

300

s!L 5+# mm2

-or a two legged 9 diameter stirrup* 2J5#2+ L ,#+9 mm2 Ws!

H)n") $'=%/) 2LYF 388 ;; "9" a( (P 78 heck for erection stresses


1oad on beam due to erectionL self weight of beamL ,#,25kN

m

C


83/119


2

L 1.1250.32

2

L #5 k"$m


8

L 1.1252.42

8

L #9, k"$m

"et e6cess momentL #7' k"$m

Me6cess(#7' k"$m) VMu*member(2#7 k"$m)

H)n") "


84/119


dL (

15

L 5000

15

L 333#33 mm

DLdNeffecti!e co!erL 333#33N35L 3'9#33 mm[L 37 mm* dL335 mm

bL D:2L 37:2L,95[L 2 mm


elf weightL concJ b J D L 25J#2J#37 L ,#95

kN

m

Dead weight of slabL concJ b J D L 25J,J#,+ L 3#5kN

m

1i!e 1oad L2kN

m

-loor -inish L ,kNm

.otal 1oad L 9#35kN

m

-actored 1oadL ,#5J9#35L,2#52[L,3kN

m


MuL !u lff2

8

L 1352

8

L +#'25 k"$m

84


85/119

Mu*limL #,39fckbd2 L ',#5 k"$m

MM+%; H)n") a/'#)/ /%;)n(%'n( a$) (a!).



b d f ck

)

stL 3+3#,7 mm2

st* minimumL .85

fy

Jb J D L .85

415

J2J335 L ,37#23 mm2

st* calWst* min

dopt ,2mm diameter bars#

"umber of bars L 3


hear force HuL wu l

2

L 135

2

L 32#5 k"

85


86/119


b d

L 32500

200335

L #+95 N

mm2

Permissible hear trength of concrete as per .able , % +5' for M 2 and stL3+3#,7

mm2* \cL#3N

mm2


shear stress#

HusL 0.87 fy A sv d

v

325 L 0.87415 A sv 335

300

s!L9#', mm2

-or a two legged 9 diameter stirrup* 2J5#2+L,#+9 mm2Ws!

H)n") $'=%/) 2LYF388 ;; "9" a( (


87/119

24 14.73

H)n") D)!+)"#%'n %( Sa!).



1oad on beam due to erectionL self weight of beamL ,#95kN

m

C


88/119

-%&. 4.1, D)#a%+( '! Ma%n )a; P ,8 dopt a preliminar& breadth and depth

dL (20

L 300020

L ,5 mm

DLdNeffecti!e co!erL ,5N3 L ,9 mm

b L,5 mm


elf weightL concJ b J DL 25J#,5 J #,9L#'75kNm

88


89/119

eight of brick masonr& wall abo!e plinth L masonr&J l J tL , J ,#55 J #,5L +#+2

kN

m

.otal 1oadL 5#,kN

m

-actored 1oadL uL,#5J5#,L7#'5[L9kN

m


MuL !u lff2

8

L 832

8

L k"$m

Mu*limL #,39fckbd2 L #3,5 k"$m

MM+%;H)n") a/'#)/ /%;)n(%'n( a$) (a!).



b d f ck

)

stL2+#99mm2

st* minimumL .85

fy

Jb J D L .85

415

J,5J,9 L 55#3 mm2

st* calWst* min

dopt ,mm diameter bars#

89


90/119

"umber of bars L 3


hear force HuL wu l

2

L 83

2

L ,2 k"


b d

L 12000

150150

L #53 N

mm2


mm2 *\cL #3N

mm2



HusL 0.87 fy A sv d

v

,2 L 0.87415 A sv 150

300

s!L9,#, mm2

-or a two legged 9 diameter stirrup* 2J5#2+L,#+9 mm2Ws!

H)n") $'=%/) 2LYF388 ;; "9" !'$ (


91/119

.>P '8 heck for deflection

?asic (

d

L 2

-or pt L #972* (%+5'$2* Pg8 39)

ktL ,#,

2J,#, W 2

22 28

H)n") D)!+)"#%'n %( Sa!).


/ooks are pro!ided at #3 m offset from both edges#

1oad on beam due to erectionL self weight of beamL #'75kN

m

C


92/119

H)n") "P ,8 dopt a preliminar& breadth and depth

dL (

20

L 3000

20

L 25 mm

DLdNeffecti!e co!erL 25N3L 29 mm

b L,5 mm


92


93/119

elf weightL concJ b J DL 25J#,5 J #29L,#5kN

m

eight of brick masonr& wall abo!e plinth L masonr&J l J tL , J ,#55 J #,5L +#+2

kN

m

.otal 1oadL 5#+7kN

m

-actored 1oadL ,#5J5#+7L 9#2kNm


MuL !u lff2

8

L 8.252

8

L 25#'25 k"$m

Mu*limL #,39fckbd2

L 25#975 k"$m

MM+%;H)n") a/'#)/ /%;)n(%'n( a$) (a!).



b d f ck

)

stL352#7+ mm2

st* minimumL .85

fy

Jb J D L .85

415

J,5J 29 L 9'#2 mm2

93


94/119

st* calWst* min

dopt ,mm diameter bars#

"umberof barsL 352#7+:79#5L+#+[L5

H)n") $'=%/%n& 2Y183Y18 a( #)n(%'n (#))+ an/ 2Y a( #' P 58 Design of stirrups

hear force HuL wu l

2

L 8.25

2

L 2#5 k"


b d

L 20500

150250

L #55 N

mm2


mm2*\cL#'2

N

mm2

>!en though "ominal shear stressV Permissible hear trength* stirrups are pro!ided for

"ominal shear stressL Permissible hear trength#

HusL 0.87 fy A sv d

v

25 L 0.87415 A sv 250

300

s!L '9#,3 mm2

-or a two legged 9 diameter stirrup* 2J5#2+L ,#+9 mm2 Ws!

94


95/119

H)n") $'=%/) 2LYF388 ;; "9" !'$ (P 78 heck for erection stresses

/ooks are pro!ided at #3 m offset from both edges#

1oad on beam due to erectionL self weight of beamL ,#5

kN

m

C


96/119

Me6cess(2#++ k"$m) VMu*member(25#975 k"$m)

H)n") "


97/119

eight of the beam to rest upon it L wbeam

.otal load uL wselfN wbeam

.>P 38 Moment calculation

MuL !u lff2

2

Mu*limL #,39fckbd2

I! MM+%; a/'#)/ /%;)n(%'n( a$) (a!).


st* minimumL #2EJbJD

dopt ^ diameter bars#

"umber of bars Lara of on

A st ,min

.>P 58 Design of stirrups

hear force HuL !u l

2


b d

Permissible hear trength of concrete is referred from .able , % +5'82 using M

2 and st!alue#

97


98/119

%f "ominal shear stressV Permissible hear trength* stirrups are pro!ided for "ominal


%f "ominal shear stressW Permissible hear trength* stirrups are pro!ided for "ominal

shear stress#

HusL 0.87 fy A sv d

v

s!is found from abo!e formula#

-or the selected stirrup* its area should alwa&s be greater than s!#

.>P '8 heck for bearing stresses

_br*calculatedL !bam

b l

_br*limitL

fck

/ & o & s * where -#=## is assumed to be 2#

%f _br*calculatedW _br*limitthen the adopted dimensions of the corbel are safe#

4.3.%.2 Design

.>P ,8 dopt preliminar& dimensions

bL #3 m

lL #5 m

98


99/119


100/119

"umber of barsL 101. 38

78.5

[L3

H)n") $'=%/%n& 3Y18 a( #' #)n(%'n (#))+ an/ 2Y a( '##'; P 58 Design of stirrups

hear force HuL !u l

2

L 6.150.3

2

L #2 k"


b d

L 920

300300

L #, N

mm2

Permissible hear trength of concrete is referred from .able , % +5' using M 2 and

stL 235#5 mm2* \cL #22

N

mm2

"ominal shear stressV Permissible hear trength* stirrups are pro!ided for "ominal


HusL 0.87 fy A sv d

v

s!L 5+#9+ mm2

/ence pro!iding 21]9 as stirrups Ws!

.>P '8 heck for bearing stresses

_br*calculatedL!bam

b lL

1850000

300500L ,2#33

N

mm2

100


101/119

_br*limitL fck

/ & o & s

L 20

2

L , N

mm2

ince_br*calculated(,2#33N

mm2 ) W _br*limit(,

N

mm2 )* the adopted dimensions of the

corbel are safe#

-%&. 4.28 C'$)+ /)#a%+(

4.3.6 S+a

101


102/119


103/119

.>P 28 >ffecti!e depth of slab

pan:depth ratio L 29

>ffecti!e depth Ls#an

28

Pro!ide effecti!e co!er of 2 mm#

-ind o!er all depth#

.>P 38 1oads

elf weight of lab LconcreteJbJD L wself

1i!e 1oad (% 975 Part$2I Pg8 ) L 2kN

m2

-loor -inish L ,

kN

m2

Design P +8


104/119

"o "egati!e Moment due to absence of continuous edges#

Positi!e at Mid @ pan

Y& L efer %+5' @ 2I Pg8 , .able 2'

.>P 58 heck for depth

Mu#limL #,39fckbd2

.>P '8 einforcement (short ; long span)

Min# stL#,2E of 0ross area of cross section

Positi!e at mid span

MuL #97 f& st d

-ind st#

pacing should least of the following

,# 3d

2# 3 mm

Pro!ide distribution steel as per minimum steel#

.>P 78 heck for shear

onsidering the short span unit width of slab#

hear force Hu L wu l*

2

104


105/119


b d

efer table ,* % +5'82I Page8 73 for !alue of \c

%f \c W!* the slab is safe in shear#

.>P 98 heck for deflection

?asic (

dL 2

ktL (% +5'82* Page8 39)

Ma6 W ctual

%f ?asic J ktW actual then safe in deflection#


/ooks are pro!ided at , m offset from edge in longer span and #5 m offset from edge inshorter span* at all four corners of slab#

1oad on slab due to erectionL self weight of slab



2

Positi!e moment at mid span L wl2

8

"et e6cess momentL "egati!e Moment[Positi!e Moment

105


106/119

%f Me6cessVMu*member then chosen dimensions are safe for erection stresses too#

4.3.&.3 Design

.>P ,8 .o determine the t&pe of slab

16L 3 m

1&L 5 m

fckL 2

N

mm2

f& L +,5

N

mm2

1&:16L ,#''7V 2 (.= ] 1?)

>nd condition L -our edges discontinuous

.>P 28 >ffecti!e depth of slab

pan:depth ratio L 29

>ffecti!e depth L ,7#,+ mm

Pro!ide effecti!e depth of ,2 mm* effecti!e co!er of 2 mm#

=!er all depth is ,+ mm

.>P 38 1oads

106


107/119

elf weight of lab LconcreteJbJD L25J,J#,+L 3#5

kN

m2

1i!e 1oad (% 975 Part$2I Pg8 ) L 2kN

m2

-loor -inish L ,

kN

m2

.otal load L '#5

kN

m2

Design


108/119

b) 1ong direction

"o "egati!e Moment due to absence of continuous edges#

Positi!e at Mid @ pan

Y& L #5'

M L #5' J , J 52

ML ,+ k"$m

.>P 58 heck for depth

Mu#limL #,39fckbd2

d L 7,#22 mm V ,2 mm* /ence chosen depth is safe#

.>P '8 einforcement (short ; long span)

Min# stL#,2E of 0ross area of cross sectionL ,'9 mm2

Positi!e at mid span

MuL #97 f& st d

,+ J ,'L #97 J+,5 Jst J ,2

stL 323#,3 mm2

pacing should least of the following

,# 3d L 3(,2) L3' mm2# 3 mm

st(pro)L32#7 mm2

P$'=%/) 18 ;; /%a;)#)$ a$( F 288 ;; "9" a( ;a%n (#))+.

108


109/119

Distribution steel

s per minimum steel*

stL ,'9 mm2

P$'=%/) ;; /%a;)#)$ a$( F 388 ;; "9" a( /%(#$%#%'n (#))+.

.>P 78 heck for shear

onsidering the short span unit width of slab#

hear force Hu

Lw

u

l*

2L

103

2 L ,5 k"


b d

L 15000

1000120

L #,7 N

mm2

ptL #29

(efer table ,* % +5'82I Page8 73)

\c L #3N

mm2 W ! (#,7

N

mm2 )

/ence hear afe

.>P 98 heck for deflection

?asic (

dL 2

109


110/119

-or pt L #29* (% +5'82* Page8 39)

ktL ,#2

Ma6 W ctual

?asic J ktW2,#+2

2J,#2 W 2,#+2

2+ W 2,#+2

/ence* safe in deflection#


/ooks are pro!ided at , m offset from edge in longer span and #5 m offset from edge in

shorter span* at all four corners of slab as shown in -igure +#2,#

-%&. 4.21 H'' $'=%(%'n %n (+a(

110


111/119

1oad on slab due to erectionL self weight of slabL 52#5kN

m



2

L 52.50.52

2

L'#5' k"$m

Positi!e moment at mid span wl

2

8

L 52.522

8

L2'#25 k"$m

"et e6cess momentL ,#' k"$m

Me6cess(,#' k"$m) VMu*member(3#7++ k"$m)

H)n") "


112/119

4.3.'.1 Introduction

onnections are among the most essential parts in precast structures#

.heir performance relates to the structural limit states* as well as to manufacture*

erection and maintenance of the structure itself# Proper design of connections is one

major ke& to a successful prefabrication#

.he main purpose of the structural connections is to transfer forces

between the precast concrete elements in order to obtain a structural interaction

when the s&stem is loaded#

?& the abilit& to transfer forces* the connections should secure the

intended structural beha!ior of the superstructure and the precast subs&stems that are

integrated in it#

.his could for instance be to establish diaphragm action in precast floors

and walls* or cantile!er action in precast shafts# -or this reason the structural

connections should be regarded as essential and integrated parts of the structural

s&stem and the& should be designed accordingl& and with the same care as for the

precast concrete elements# %t is insufficient just to consider the connections as details

for site erection#

.he ad!antages that normall& are obtainable with prefabrication can be

lost with an inappropriate design and detailing of the structural connections#

112


113/119

.he general guidelines to be followed for effecti!e joints and

connections are8

%n foundation to column joints* the infill should be prepared with the use of

e6pansi!e cements so that no ca!it& formation takes place after h&dration#

ontinuit& bars should e6tend be&ond both the edges of the e6terior slab#

Dowels bars should e6tend be&ond the column and beam joint to both of the

sides#

?eams should not be casted completel& to lea!e pro!ision for e6tended

stirrups to be casted along with slabs for effecti!e connections between the

components#

4.3.'.2 )loor *o #eam +onnections

Details of t&pical bearing of a floor unit o!er the precast beam are shown

in -igure +#23 the stirrups of the precast beams are protruded and function as shear

connectors#

113


114/119

-%&. 4.23 -+''$ #' )a; "'nn)"#%'n(

4.3.'.3 #eam to column connections

.he bracket support for the beam o!er the column is shown in -igure 2#

tolerance of 2$3 cm is allowed at the seating of the beam o!er the bracket#

dowel bar inserted through the holes pro!ided in the bracket and the beam

ensures an effecti!e connection between them#

.he top reinforcing bars of the precast beams are connected to thecolumn

joint b& welding# ince onl& a few number of bars are welded* it is assumed

that the connection between the beam and the column is a rigid one at the

ser!iceabilit& stage* but beha!es as a hinged one at the ultimate stage

114


115/119

-%&. 4.24 B)a; #' "'+;n "'nn)"#%'n

4.3.'.4 )oundation to column connections

.he foundations usuall& cast as in$situ isolated footings as the local soil

conditions warrant#

115


116/119

.he bottom end of the precast column is connected to the foundation as shown in

-igure +#2+#

-%&. 4.25 C'+;n #' !''#%n& "'nn)"#%'n

4.3.'.% "roduction and erection

116


117/119

.he method of production depends on the total number of prefabricated

elements that are to be produced# .he components ma& be produced either in a factor&

on mass scale or in casting &ards located near the site and e4uipped with the necessar&plant and machiner

-or facilitating erection* lifting hooks are pro!ided in the precast floors and

beams# >rection e&es as pro!ided in the structural elements help in lifting them during

transportation and erection using temporar& bracing# .he hooks ha!e a t&pical design as

shown in -igure +#2+#

-%&. 4.26 H'' /)#a%+%n& !'$ #$an('$#a#%'n an/ )$)"#%'n

117


118/119

CHAPTER 5

CONCLSION

5.1 CONCLSION

.he project successfull& completes the design of modular houses using ad!anced

technolog& and a solution to 4uicker construction with economic ad!antages#

ompletion of the project has finall& helped in gaining !ital and practical

implementations in accordance with safet& and ser!iceabilit& of the designed

units#

5.2 -TRE SCOPE O- THE PROJECT

.he implementation of the project will be of a great help to the rising need of

4uicker construction and in the field of mass housing techni4ues#

%t will be a boon for the weaker sections of societ& where owning a house is still

a common dream and the economic ad!antage of the project would be effecti!el&

implemented#

118


119/119

Pro!isions for e6tension of plan for other suitabilit& issues is also included for

satisf&ing different functional needs#

report 1 finale

Documents