Boys Hostel Building Project Polytecnic1

8/2/2019 Boys Hostel Building Project Polytecnic1

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CCOONNSSTTRRUUCCTTIIOONN OOFF 118800 BBEEDDDDEEDD BBOOYYSS HHOOSSTTEELL

AATT SSIITTAAPPUURR RROOAADD,, LLUUCCKKNNOOWW

SSuubbmmiitttteeddiinn ppaarrttiiaall ffuullffiillllmmeennttoofftthhee AAMMIICCEE((II)) CCIIVVIILL SSeeccttiioonn

BB//AAMMIICCEE((II)) AArrcchhiitteeccttuurraall EEnngggg.. SSeeccttiioonn BB//TT.. EEnngggg.. CCiivviill PPaarrtt

IIII//TT.. EEnngggg.. AArrcchhiitteeccttuurraall EEnngggg.. PPaarrttIIII

Supervisor Student

Sri P. D. Gupta Vijay Shanker Mishra

H.O.D.

The Institution of Civil Engineers(India)

Year - 2011-12


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CCOONNSSTTRRUUCCTTIIOONN OOFF 118800 BBEEDDDDEEDD BBOOYYSS HHOOSSTTEELL

AATT SSIITTAAPPUURR RROOAADD,, LLUUCCKKNNOOWW

Name : VIJAY SHANKER MISHRA

Membership No. : 59206

Course : T. Engg. Civil Part II

AICTE Institution : Sevdie Institute of Management &

Technology (S.I.M.T.),

Chinhat-Dewa Road, Industrial Area,

Near TELCO, Lucknow

Group mate(s), if any : Yes

Sl. No. Name Membership No. Course

1. Mohd. Kamil 57057 T. Engg. Civil Part II

2. Ravi Kant Singh 57247 T. Engg. Civil Part II


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Approved Project Proposal Proforma-B with Synopsis


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AACCKKNNOOWWLLEEDDGGEEMMEENNTT

gesa bl izkstsDV dks cukus esa vius v/;kidksa dk

cgqr lg;ksx feyk rFkk mUgksus ge yksxksa dh

ijs'kkfu;ksa dks le>rs gq, le; ij izkstsDV lEcU/kh

lHkh leL;kvksa dks fuLrkfjr fd;k ,oa le>k;k rFkk blsiw.kZ djkus esa gekjk ekxZ n'kZu fd;kA

fo'ks"k:i ls ge vius vknj.kh; v/;kid Jh ih0 Mh0 xqIrk]

,p0vks0Mh0 ds vkHkkjh gSA ftUgksaus bl izkstsDV

dks iwjk djokus esa lgh lykg o funsZ'k fn;sA

blds lkFk lkFk eSa vius fe=ksa dk Hkh vkHkkjh

gw ftUgksaus bl izkstsDV dks iw.kZ djkus esa gekjk

lg;ksx fd;kA eSa =qfV;ksa ds fy, {kek pkgrk gwA

LFkku & y[ku fot; 'kadj feJk

fnukad & 22-02-2012 Vh0 flfoy bath0]

ikVZ AA

vkbZ-lh-bZ-bf.M;k


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CCEERRTTIIFFIICCAATTEE


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CCoonntteennttss

S.No. Name of the Chapter Page No.

1. Abstract of Cost 01

2. Problem 02

3. Preface 03

4. Project Work 04-87

i. Introduction 04

ii. Literature Review 05

iii. Planning 06-11

iv. Survey 12-18

v. Analysis & Design 19-43

vi. Estimating & Costing 44-68

vii. Analysis of Rates 69-76

viii. Project Scheduling 77-86

ix. Conclusions & Recommendations 87

5. Bibliography 88

6. Drawings 89-


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AABBSSTTAACCTT OOFF CCOOSSTT

(In Rs.)

Sl. No. Particulers Amounts

(Rs.)

1. Construction of boys Hostel 180 students

for Three seated

14328619.87

2. Add 8% for Water supply and Sainitary

Works

1146289.59

3. Add 8% for Electrification Works 1146289.59

4. Total 16621199.05

5. Add 3% for Contingencies 498635.97

6. Add 2% for Work charged establishment 332423.98

Grand Total 17452259.00

1


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PPRROOBBLLEEMM

It is proposed to construct a hostel for accommodation of 180 students with single

seated rooms the Hostel must contain the following.

1. Room details

2. Position of toilet/stair

3. Position of Mess or common room

4.

Prepared a detailed project above building must includes the following.

1. Plain Table & contour Survey plain of the area showing the position ofproposed building approach road etc.

2. Detailed working drawing of the proposed building showing plan front

elevation to section (at least one through stair).

3. Structural and other details of the proposed building such as foundation

French plan drawing in lintel, one beam floor slab, stair or gate etc.

Reports :

1. A brief report emphasizing the necessity of the project.

2. General Specification different items of work for proposed building.

3. Design of at least one foundation, One Lintel, One Beam, One floor or roof

slab of the proposed building.

4. Analysis of rates of two civil Engineering Civil work of the proposed building

based on the latest P.W.D. Scheduled of rates.

5. Total cast of the project assuming suitable market rates for items not covered

in the P.W.D. scheduled of rates.

2


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PPRREEFFAACCEE

vkt dk ;qx lkbal ,oa VsDuksykWth dk ;qx gSaA flfoy bUth-gekjs thou dks mUur cukus esa egRoiw.kZ lg;ksx nsrk gS

fodkl ds jkLrs ij ge c


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33

IINNTTRROODDUUCCTTIIOONN

Hkou fuekZ.k flfoy bUth0 dh ,d eq[; 'kk[kk gSA bUth0

dh vU; 'kk[kkvksa esa Hkh cM+s iSekus ij Hkou fuekZ.k

dk;Z viuk;s tkrs gSA ,d flfoy bUth dks Hkou cukus rFkk

vuqj{k.k esa vPNh n{krk izkIr gksuh pkfg,A Hkou mi;ksfxrk

lqUnjrk rFkk lkeF;Z dh n`f"V ls mke o U;wure O;; okyk

gksuk pkfg,A

;gk ij ,d ,slk gkWLVy fcfYMax dk izkstsDV rS;kj djuk

gS tks Nk=ksa dh lkjh O;oLFkkvksa dks /;ku esa j[kdj rFkklkjh lqfo/kkvksa dks ns[krs gq, gkWLVy fcfYMax dk ferO;;h

vkdkj iznku djus dk Hkjiwj izz;kl fd;k x;k gSA

izkstsDV dks rS;kj djus ds fy, bls fofHkUu Hkkxksa esa

ckVk x;k gS ftldk laf{kIr fooj.k fuEufyf[kr gSA

Literature Review

Planning

Surveying

Analysis and Design

Estimating and Costing

Analysis of Rates

Project Scheduling


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Conclusions and Recommendation

Bibliography

Drawing

44

LLIITTEERRAATTUURREE RREEVVIIEEWW

Literature Review: Chapter two literature review deals with various references that

has been taken from Various book including vastushastra it has been attempted to

give basic ideas over concrete construction planning principle. A consideration has

been given the current rates.

Planning : Chapter three deals with planning of various aspects of orientation keeping

in view the solar and wind orientation. An attempted has also been made to maintainthe Rooom various reventant factors has also been considered during planning.

Survey: Chapter four deals with Surveying in which it has been tried to Explain about

the instrument used in surveying mover ever the working is also included along with

it a first problem as been given which are faced during the surveying of the proposed

area.

Analysis and design : Chapter five deals with various loads which have calculated as

per I.S. Code 875 Based upon these loads positions of blons and columns are planned

the designs for slab, became columns doubly reinforced beam and T. Beam has also

been shown.

Estimating and Coasting: Chapter ix deals with the estimation of the building as the

values costing has also has been done with the C.P.M. Cherls the whole work has

been divided into the number of activities and attempt has made to find out the

parallel activities the critical path of the network has been calculated and the schedelle

time comptition has been also.


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Conclusions and Recomendation: Chapter nine deals with conclusion and

recommendation on variou topic due to time schedule it was not possible to provide a

C.A.P. Programming on the whole project how ever it is recommended that it would

been better if such technology been given more consideration. In this project the

design based upon limit state method are most economical from space point of view

looking to the scaraty of the space it is recommended that such project should also be

developed based on limit state method.

5

PPLLAANNNNIINNGG

Hkou ds vk;kstu dk vFkZ gS fd mlds lHkh igyqvksa rFkk

xfrfof/k;ksa ij fopkj djuk cxSj vk;kstu ds lkFk Mkyuk rFkk

lQyrk dh dkeuk djuk va/ksjs esa ijNk;h dks idM+uk fdlh

bekjr dks ckus esa dkQh :i;s O;; gksrs gSA blfy, foLr`r;kstuk cukuk vko';d gksrk gSA vk;kstu dk eq[; ms'; fdlh

ifj;kstuk dk iw.kZ miyC/k lk/kuksa }kjk fu/kkZfjr le; ds Hkhrj

iw.kZ djuk gS uD'ks ,LVhesV fuekZ.k lkexzh rFkk

vkStkjksa ds vk/kkj ij Iykfuax djrs gSA fdlh Hkou ds fuekZ.k

ij fo'ks"k la;U= iz;ksx fd;s tkrs gS ftudk vuqlwpu igys djuk

vko';d gSa dkSu lh e'khu dk mi;ksx dc vkSj dgk gksxk

bldk irk LFky bathfu;j dksLi"V irk gksuk pkfg,A Hkou

ifj;kstuk dh Hkou dk mi;ksx djus okys vko';drkvksa dk

fo'ks"k /;ku j[kk tkuk pkfg,A

vko';drkvksa dk fo'ks"k /;ku j[kk tkuk pkfg,A vko';drkvksa

dh iwfrZ ds fy, vk;kstu cuk;h tkrh gSA


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vr% vk;kstu cukus ls igys y{; Li"V gksuk pkfg,A vk;kstu esa

cgqr fooj.k rS;kj fd, tkrs gSA ifj;kstuk dks fdl izdkj rS;kj fd;k

tk; dkSu lh frfFk viuk;h tk, fdu&fdu inkFkksZa dh fdruh

ek=k esa vko';drk gksxh fdu e'khu dh vko';drk iM+sxhA /ku

dh O;oLFkk Hkh vko';d gS Hkou dk vk;kstu ,d rduhdh

izf;k gS vk;kstu ds izcU/k ds mPpre Lrj ij cuk;h tkrh gSA

vk;kstuk cukus ds dqN izeq[k rduhdh ckj pkVZ esa djrs

gSA rduhdh lQyrk ds fy, laxBu ds ms'; mPp Lrjksa dks

ysdj iwjk djrs gSASOIL INVESTIGATION - e`nk ,d vlaxkeh vkSj fDy"V inkFkZ

gSa Hkwfery ls FkksM+h & FkksM+h xgjkbZ ij e`nk dh

iVVh cnyrh jgrh gSA fofHkuu ijrksa dh e`nk dh ijrksa esa

dkQh vUrj gksrk gSA vr% fdlh lajpuk dh uho dks lQy

vferO;;h cukus dks uho ds uhps e`nk ijrks rFkk mudsxq.kksa dk ijh{k.k djuk vfr vko';d gS ;g ijh{k.k LFky o

iz;ksx'kkyk nksuksa txg ij fd;k tkrk gS ftUgsa e`nk vUos"k.k

dgrs gSA

6

OBJECT - lajpuk ds uho ds vfHkdYiu ds iwoZ uho e`nk dsfo"k; esa vUos"k.k djuk vfr vko';d gSA blds fuEu ms'; gSA

izLrkfor LFky dh mi;qDrk Kkr djuk lqjf{kr o ferO;;h uho ds

vfHkdYiu ds fy, leqfpr vkdM+s o egoiw.kZ lajpuk, miyC/k

djkuk A


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vfHkdYiu ds nkSjku vk ldus okyh leL;k vks dk iwokZuqeku

djds mldk gy fudkyukA lajpuk ds fuekZ.k ds ckn orZeku

ifjfLFkfr;ksa esa ifjorZu o muds ifjek.kksa ds fo"k; esa

iwokZuqeku yxkukA cuh gqbZ lajpuk dh lqj{kk lqfuf'pr djuk

vkfn Hkwfery ds uhps ty dh fLFkfr Kkr djukA

SOIL EXPLORATION - e`nk vUos"k.k dh cgqr lh fof/k;k gS

mi;qDr fof/k dk pquko ifj;kstuk ds izdkj ,oa LFky dh

ifjfLFkfr;ksa ij fuHkZj djrh gSA fdlh Hkh {ks= dk vUos"k.k

HkwfoKku dh fLFkfr ds vk/kkj ij vkjEHk djuk pkfg, cgqr ls{ks=ksa esa rks LFkkuh; eku x


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PRELIMINARY INVESTIGATION - bl vUos"k.k dks vis{kkd`r de

ykxr esa v/kksHkwfe ,d LFky vkd`fr izkIr djuk gS blesa izkIr

lajpuk, NksVs o lkekU;

7

dk;Z ds fy, izkIr gksrh gS D;ksafd NksVs ,oa lkekU; dk;Z

ds fy, e`nk vUos"k.k ls

vf/kd /ku [kpZ ugha fd;k tk ldrk gSA izkjfEHkd vUos"k.k

esa vUos"k.kkRed oksfVax djuk de xgjkbZ ds ijh{k.k x


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2- o"kZ esa fofHkUu le;ksa esa gok dh fLFkfr

3- izR;sd {ks= dh fn'kk] /kwi dh rhozrk o tyok;q dh

ifjfLFkfr;k fHkUu&2 gksrh gSA

4- vr% Hkou ds fnd LFkkiu esa vyx&vyx Hkwfe {ks= ds

fy, vyx&2 gksrh gSA {ks=ksa dks leku :i ls rhu oxksZa

esa ckVk x;k gSA

1- m".k ,oa vknz {ks=

2- m".k ,oa 'kqYd {ks=

3- igkM+h {ks=HOT AND HUMIDRAGON - bl {ks= esa tyok;q ue jgrh gSA

o"kkZ vf/kd vkSj xfeZ;ksa esa rkieku vf/kd gks tkrk gSA bu

ifjfLFkfr;ksa esa Hkou dk

8

fndLFkkiu ,oa vfHkdYiu ,slk gksuk pkfg, fd Hkou esa gok

dk izok iz;qDr :i

ls gks lds rkfd Hkou ds vUnj rkieku vuqdwfyr jgsA vr%

Hkou dh fn'kk ds vuqdwy gksuk pkfg, rFkk f[kM+fd;k uhps

ry ij yxk;h tk,A

HOT AND ORIDREGION - bl {ks= esa tyok;q ue jgrh gSA fnu

ds le; rkieku cgqr vf/kd rFkk jkr ds le; B.Mh gksrh gS bu{ks=ksa esa /kqi o ikS/kksa ls cPpk o rFkk blds lkFk&lkFk

tkM+ksa esa m"ek dh foltZu dh oj degksuh pkfg,A bu

{ks=ksa esa m"ek Hkou dh yEckbZ nhokj mkj& nf{k.k

fn'kk esa rFkk NksVh nhokjsa if'pe fn'kk esa gksuh pkfg,A

rkfd nksigj ds le; lw;Z dh fdj.ksa Hkou ds U;wure {ks= esa


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4- Hkou ds fy, vPNh lM+ds rFkk ty fudklh dh mfpr

O;oLFkk gksuh pkfg,A

BUILDING BY LAWS - fofHkUu LFkkuh; fudk; tSls &

egkikfydk uxj ikfydk] Vkmu ,fj;k desVh rFkk egkuxjksa dks

cpkus ds ms'; ls dqN fu;e cuk, tkrs gSA ftUgs Hkou

vf/kfu;e dgrs gS dqN lkekU; Hkou vf/kfu;e fuEu gSa

HIGHT OF PLINTH - Hkou ds jkLrs o ihNs ls tkus okys jkLrs

ls de ls de 30 ls-eh- pkbZ ij gksuk pkfg,A

WALL THICKNESS - fdlh nhokj dh eksVkbZ eafty ds 1@16Hkkx ls de ugh gksuk pkfg,A

HIGHT OF ROOM - fofHkUu dejks dh Q'kZ ls eafty lhfyax dh

pkbZ fuEu izdkj gksuk pkfg,A

1- eq[; dejs dh pkbZ 3-3 ,e

2- Luku 'kkSpky; rFkk LVksj :e dh pkbZ 2-8 ,e3- jlksbZ ?kj dh pkbZ 3-0 ,e

4- VkWM dh pkbZ 2-1 ,e

COVERED AREA- fdlh Hkh IykV ds iqjs {ks=Qy dks


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10

IN FRONT- IykV ds ihNs dh lkbM ls de 6-5 ,e [kqykLFkku

gksuk pkfg,A ;fn Hkou ds ihNs dksbZ lM+d ij rks lM+d ds

nwljh vksj cus Hkou ds dkV ds fcUnq ls 67 1@2 dk

m/okZ/kj dks.k Hkou ds fdlh Hkkx dks dkVuk pkfg,A

BUILDING ARRON - tks Hkh O;fDr dksbZ u;k fuekZ.k ;k

fufeZr Hkou esa dqN ifjorZu pkgrk g rks mls LFkkuh;izfrfuf/k;ksa dk ikyu djrs gq, uD'ks cuokuk gksrk gSA

blds ckn og bl uD'ks dks LFkkuh; ls fu/kkZfjr izk:i ij vko';d

Qhl ds lkFk tek djrk gSA

Hkou Lokeh dks LFkkuh; dk;kZy; esa uD'ks fof'k"V;k ,oa

Qhl tek djus ds ckn 45 fnu ds vUnj dk;kZy; Lokeh dks

uD'ks dks Lohd`fr] vLohd`fr ,oa vkifk ds fo"k; esa lwfpr

djsxkA ;fn dk;kZy; bl fo"k; esa dksbZ lwpuk ugh nsrk gS

rks uD'ks dh Lohd`fr ekuk tk ldrk gSA uD'ks ds Lohd`fr dh

vof/k 3 o"kZ gksrh gSA ;fn Lohd`fr ds 1 o"kZ rd fuekZ.k

dk;Z ugh fd;k x;k gS rks Lohd`fr dks iqu% vuqeksnu djuk

gksrk gSA


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11

SSUURRVVEEYY

losZ{k.k og dyk gS ftlesa Hkwi`"B HkwxHkZ o vkdk'kh; esa

fLFkr fofHkUu fcUnqvksa o vkd`fr;ksa ds lkis{k LFky o

muds chp {kSfrt nwjh mPprk ,oa dks.kh; eki ysdj LFkkfir dh

tkrh gSA

losZ{k.k dk eq[; ms'; fdlh {ks= dk Iyku ;k ekufp= ,d NksVs

iSekus ij fo{ksi gSA ftl ij {kSfrt nwfj;k ,oa dks.k n'kkZ;s tkrs

gSA

losZ{k.k }kjk ekufp= ls vfHkdYiu dk;Z dykvksa dks {ks= ds

okjs esa iqjh tkudkjh gks tkrh gSA fdlh Hkh ifj;kstuk dh

LFkkiuk o vfHkdYiu djus ls igys mlls lEcfU/kr lHkh rF;ksa

dks bdV~Bk fd;k tkrk gS blds fy, fuEu losZ{k.k fd, tkrs gSA1- Reconaissance Survey

2- Preliminary Survey

3- Final Location Survey

4- Construction Survey


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RECONAISSANCE SURVEY- Hkwfe dh izd`fr ,oa fn'kk Kkr

djus ds fy, ;g losZ{k.k fd;k tkrk gSA

PRELIMINARY SURVEY - bl losZ{k.k ds vUrxZr fuekZ.k

LFky dks fpafgr fd;k tkrk gS rFkk mldh fLFkfr n'kkZ;h tkrh

gSA

CONSTRUCTION SURVEY - bl losZ{k.k ds vUrxZr

vfHkdYiu ds vuqlkj Iyku cuk;k tkrk gS rFkk fuekZ.k ls

lEcfU/kr lHkh losZ{k.k fd, tkrs gSaA

1.Plane Table Survey

2.Contouring Survey

PLANE TABLE SURVEY :- iVy losZ{k.k] /kjrh losZ{k.k dh ,d

,slh ys[kk fp=h; fof/k gS] ftlesa {ks=h; izs{k.k vkSj vadu

nkuksa dk;Z lkFk&lkFk {ks=

12esa lEiUu fd, tkrs gSA cM+s {ks=ksa dk NksVs iSekus ij

LFkykd`frd losZ{k.k djus ds fy,] tgk vR;kf/kd ifj'kq)rk dh

vko';drk ugh gS iVy losZ{k.k viuk;k tkrk gSA

PURPOSE OF PLANE TABLE SURVEY :- iVy losZ{k.k dk

eq[; ms'; {ks= dk uD'kk rS;kj djuk gSA ftl ij lHkh fLFkfr;k o

vkd`fr;k n'kkZ;h tkrh gSA

INSTRUMENT USED

1. Plane Table

2. Tripod

3. Alidade

4. Plumb. Bob

5. Spirit Level


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6. Trough Composs

7. Ranging Rod

8. Drawing Sheet

9. TheodoliteSETTING UP THE PLANE TABLE SURVEY:-

1. Centring

2. Levelling

3. Orientation

CENTRING

dsUnz.k og lf;k gS ftlesa lhV ij vafdr fcUnq dks i`oh ij

LFkkfir fd;k tkrk gS vFkkZr~ Bhd ij fy;k tkrk gSA ;g dk;Z U

FORK dh uksd dks vFkok lkgqy dh lgk;rk ls fd;k tkrk gS iqjs

iVy dks LVs'ku fcUnq ds ij bl izdkj j[kk tkrk gSA rkfd lkgqy

LVs'ku ds ij /okZ/kj voLFkk esa vk tk,A

13

METHOD OF PLANE TABLE SURVEY

iVy losZ{k.k dh fuEu pkj fof/k;k gSA

1-Radiation

2-Intersection3-Traversing

4-Resection

RADIATION : bl fLFkfr esa iVy dks dsoy ,d gh fcUnq ij

LFkkfir djds LVs'ku ls lHkh y{;ksa dh vksj js[kk, [khph tkrh

gS y{; ls LVs'ku fcUnq ds chp dh nwjh ekidj mfpr iSekuk

ekudj lhph xbZ js[kk ij dkV dj vHkh"V fcUnqvksa dks lhV ij


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vafdr dj ysrs gSA lEiw.kZ losZ{k.k dks djus ds fy, ;g fof/k

mi;ksxh ugh gSA vU; fof/k;ksa ds lkFk mi;ksx fd;k tkrk gSA

INTERSECTION : bl fof/k esa vkjs[ku LVs'ku ls mldh vksj

[khph xbZ js[kkvksa ds ifjPNsn }kjk fd;k tkrk gSA LVs'ku

fcUnqvksa dks feykus okyh BASE LINE dh yEckbZ ukih

tkrh gS bl izdkj bldk mi;ksx nwjLFk fcUnqvksa dh lhekvksa

dh vkjEHk ds vkjs[ku esa fd;k tkrk gSA

TRAVERSING : tc LVs'ku fcUnqvksa dh chp dh nwjh dk

ekiu vkLFkuh ls fd;k tkrk gSA og Li"V :i ls fn[kkbZ ns vkSjblds lkFk & lkFk TRAVERSING ds dsUnz esa dksbZ ,slk

mfpr LVs'ku miyC/k u gks ftlls vU; LVs'kuksa ds iw.kZr%

fu;af=r fd;k tk ldsA rc ,slh fLFkfr esa ;g fof/k iz;ksx esa yk;h

tkrh gSA

RESESTION : bl fof/k dk iz;ksx dsoy fcUnqvksa dh fLFkfrvafdr djus esa fd;k tkrk gSA LVs'ku blesa dsoy jSf[kd

ekiksa dh vko';drk iM+rh gSA LVs'ku fcUnqvksa dk vadu

djus ds fy, vkl&ikl ds fooj.kksa dks fooj.k }kjk vkjsf[kr fd;k

tkrk gSA

14

lery og izf;k gS ftlesa lery iVy ds fcUnq ds ij ik.kly j[kdj

lery fd;k tkrk gSA iVy leryu ds leryu iV dks LVs'ku fcUnq ds

ij LFkkfir djds f=ikn ds Vkxksa dks QSykdj iVy dk yxHkx

lery dj fy;k tkrk gSA rRi'pkr lery ikn isapksa dh lgk;rk ls

Iysu Vscy dks ?kqekdj lery dj ysrs gSA ,slh fLFkfr esa ccy


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dsUnz esa jgrk gSA lery iVy dks ftl dks.k ij ?kqek;k tkrk gS

rks Hkh iVy lery jgrk gSA

3. OREINTATION

;g og izf;k gS ftlds }kjk igy dks izR;sd vkxkeh LVs'ku ij

LFkkfir fd;k tkrk gSA rkfd og viuh iwoZ fLFkfr ds lE;Urj gks

tk, ;g nks fof/k;ksa ls fd;k tkrk gSA

1-By trough compass

2-By Back Sighting

pSu o dEikl losZ{k.k }kjk rS;kj uewuk uD'ks ls {ks= dhpkbZ o xgjkbZ ds ckjs esa dksbZ tkudkjh izkIr ugh gksrh

gSA tcfd bathfu;fjax esa bldh vko';drk iM+rh gSA vr% flfoy

bath0 dk;Z ds {ks= dk leksPp uD'kk rS;kj fd;k tkrk gSA blls

{ks= ds ckjs esa tkudkjh izkIr gksrh gSA leksPp js[kk {ks=

esa le; mPprk dks feykus okyh dkfYifud js[kk gksrh gSA

OBJECT OF CONTOUR - leksPp uDs'ks dk fuekZ.k djus ls

gesa fuEu tkudkjh izkIr gksrh gSA

1- {ks= dk izdkj

2- dUVwj uD'ks dk fujh{k.k djds vf/kd ferO;;h vFkok

mi;qDr LFky dk p;u djds

3- fofHkUu dk;ksZa ds fy, vko';d dh x.kuk djds leksPp

uD'ks }kjk Hkh dh tkrh gSA

CONTOUR LINE :- leksPp js[kk ,slh dkYifud js[kk gS tks tehu

ij ,d gh pkbZ ds fcUnqvksa dks feykrh gSA

15


25/101

CONTOUR INTERVAL :- nks ekxr leksPp js[kkvksa ds chp

mnxz nwjh dks leksPp js[kkUrj dgrs gSA ,d ud'ks esa

leksPp js[kkUrj ,d gh j[kk tkrk gS vU;Fkk og tehu dh

vkd`fr;ksa dk Bhd fp=.k ugh djsxkA

HORIZENTAL :- ;g nks ekxr js[kkvksa dh {kSfrt nwjh

gksxhA

NATURE OF GROUND :- leku Hkwfe hy] iks[kj ;k x


26/101

TYPE OF CONTOUR :- leksPp js[kk, fuEu nks izdkj dh gksrh

gSA

1- Level Contour

2- Grade Contour

LEVEL CONTOUR - leku mPprk okys fcUnqvksa dks feykus

okyh js[kk dks lery leksPp js[kk vFkok leksPp js[kk dgrs

gSA

162. GRADE CONTOUR - Hkwfe ij ,d fuf'pr


27/101

INDIRECT METHOD : Indirect Method nzoxkeh Je lk/; o de [kpZ

okyh gSA leksPp js[k.k ds fy, lkekU;r% vizR;{k fof/k iz;ksx

dh tkrh gSA bu fof/k;ksa esa lEiw.kZ {ks= esa fofHkUu

js[kkvksa dh J`a[kyk, fcNk yh tkrh gSA vc bu js[kkvksa ij ,d

iw.kZ fu/kkZfjr nwfj;ksa ij LFkyh; ysoy ys fy;k tkrk gSA

Hkwfe lrg ij fLFkr fcUnqvksa dk leryh; ry vFkok mPprk ml

fcUnq LFkyh; ysoy ;k LFkyh; pkbZ dgykrh gSA LFkyh;

ysoy js[kkvsa dh fu/kkZfjr nwfj;ksa ds vfrfjr fofHkUu

fcUnqvksa tSls /kkjh js[kkvksa mBku vcikr rFkk tgk ij {ks=esa egRoiw.kZ ifjorZu gksrs gS ij Hkh fy, tkrs gS ;g fuEu

izdkj ds gksrs gSA

1- Method of Cross Section

2- Method of Square

By Cross Section Method : ;g fof/k jkrs vFkok lajs{k.k losZ{k.k

tSls lM+d jsyos ykbu] ugj dh e/; js[kk ds laj{k.k ij mi;qDr

vUrjky ij vuqizLk dkV fy, tkrs gS ;g dkV vko';d ugh gS fd

Bhd izdkj e/; js[kk j gks cfYd

17

fdlh hkh dks.k ij fy[kk tk ldrk gSA ;g fof/k tehuh izkd`frd

rFkk losZ{k.k dk;ksZa dks egRo ls fuf'pr dj ysrs gSA ioZrh;

{ks= esa ;g nwjh 20 ,e rFkk eSnkuh {ks= esa 100 ,e rd yh

tkrh gSA izR;sd vuqizLFk dkV ij yEckbZ de ls de 24 ,e

gksuh pkfg,A 12 ,e e/; js[kk ds nk;h vksj 12 ,e ok;h vksj gks

izR;sd dkV nk;s ck;s 3&3 fy, tk, dVku fcUnq ij ih,y dh x.kuk

djrs gSA


28/101

BY SQUARE METHOD : bl fof/k esa lEiw.kZ {ks= dks mi;qDr

vkdkj ds oxksZa esa oksV fy;k tkrk gS rFkk oxZ ds lc

dksuksa ij [kwfV;ka xkM+ fy;k tkrk gSA oxksZa dk vkdkj

5MX5M ls 20MX20M j[kk tkrk gSA leLr {ks= esa oxksZa dk

vkdj leku gksuk pkfg, {ks= dh vlekurkvksa ds vuqlkj oxZ ds

NksVs vkdkj esa NksVk j[kk tk ldrk gSA vc yscy midj.k ,oa

xt dh lgk;rk ls oxksZa ds dksuks ij ikB~~;kad ysdj lekuhr ry

Kkr fd, tkrk gSA vc oxksZa ds uD'ks ij vkyksfdr dj fy;k tkrk

gSA izR;sd dksuks ij mldk lekuhr ry Kkr dj fy;k tkrk gSA

1188

AANNAALLYYSSIISS && DDEESSIIGGNN

DESIGN OF CONTINUOUS SLAB - (TWO WAY)


29/101

Given data - Concrete grade M20 cbe = 7 N/mm2

Steel Grade FE- 250 st = 140 N/mm2

M = 280/3 cbc

= 280/ (3 7) = 13.33

(1) Design Constant -

(2) Assumedepth - 170 MM

Cover 20 MM

Depth = 170 - 20 = 150 MM

assume b= 1000 MM

(3) Load /M2

i. Live load = 2000 N

ii. Self Weight ( 110.7125000)= 4250 N

iii. Wb of finishing ( 110.02524000)= 600 N

Total Weight = 6850 N

= 6.85 kN

(4) Bending Moment coefficient

Case 2 One Short edge discontinuous

for Pannels (1), (2), (3) (4) (5) (6) (7) (8) (9) (10)

(11) (12) (13) (14) (15) (16) (17) (18) (19) (20)

(21) (22) (23) (24) (25) (26) (27) (28) (29) (30)

(31) (32) (33)

Effective Span for Shorter Span For longer Span

(i) 4.5 + 0.3 = 4.8 m (i) 5.4 +0.3 = 5.7 M

(ii) 4.5+0.15 = 4.65 M (ii) 5.4+0.15 = 5.55 M

19

= ly/lx = 5.55/4.65 = 1.1935 Kg

Negative Moment at Continuous Edge -

x = 0.043 + (0.048-0.043)0.0935 = 0.047677


30/101

0.1

x = 0.047677

y = 0.028

for pannel (8)

Effective Span for shorter span For longer span

(i) 4.95 + 0.3 = 5.25 M (i) 5.4 +0.3 = 5.7 M

(ii) 4.95+0.15 = 5.05 M (ii) 5.4+0.15 = 5.55 M

lx=5.05 M ly = 5.55 M

= ly/lx = 5.55/5.05 = 1.099009

Negative Moment at Continuous edge -

x = 0.037 + (0.043-0.037)0.099009 = 0.042940

0.1

x = 0.042940

y = 0.037

Positive Moment of Mid Span -

x = 0.028 + (0.033-0.028)0.099009 = 0.0032950

0.1

y = 0.028

for pannel (36)


(i) 4.5 + 0.3 = 4.8 M (i) 4.8 +0.3 = 5.1 M

(ii) 4.5+0.15 = 4.65 M (ii) 4.8+0.15 = 4.95 M

lx=4.65 M ly = 4.95 M

= ly/lx = 4.95/4.65 = 1.064516

20


x = 0.037 + (0.043-0.037) 0.064516 = 0.0408709

0.1


31/101

y = 0.037


x = 0.028 + (0.033-0.028) 0.064516

0.1

x = 0.0312258

y = 0.028

for pannel (18)


(i) 3.6 + 0.3 = 3.9 M (i) 5.4 +0.3 = 5.70 M

(ii) 3.6+0.15 = 3.75 M (ii) 5.4+0.15 = 5.55 M

lx=3.75 M ly = 5.55 M

= ly/lx = 5.55/3.75 = 1.48


x = 0.055 + (0.057-0.055) 0.08 = 0.0566

0.1

y = 0.037


x = 0.041 + (0.044-0.041) 0.08

0.1

x = 0.0434

y = 0.028

Case 4 Two Ajecent edges Discontinuous (9), (34) (35) for Pannel (9)

21


(i) 4.95 + 0.3 = 5.25 M (i) 5.4 +0.3 = 5.70 M


32/101

(ii) 4.95+0.15 = 5.05 M (ii) 5.4+0.15 = 5.55 M

lx=5.05 M ly = 5.55 M

= ly/lx = 5.55/5.05 = 1.099009


x = 0.047 + (0.053+0.047) 1.099009 = 0.052940

0.1

y = 0.047


x = 0.035 + (0.040+0.035) 1.099009

0.1

x = 0.039950

y = 0.035

for Pannel (34)


(i) 5.4 + 0.3 = 5.70 M (i) 6.9 +0.3 = 7.2 M

(ii) 5.4+0.15 = 5.55 M (ii) 6.9+0.15 = 7.05 M

lx=5.55 M ly = 7.05 M

= ly/lx = 5.55/7.05 = 1.270270


x = 0.060 + (0.065-0.060) 0.070270 = 0.063513

0.1

y = 0.035

for Pannel (35)

22


(i) 4.2 + 0.3 = 4.5 M (i) 4.8 +0.3 = 5.1 M


33/101

(ii) 4.2+0.15 = 4.35 M (ii) 4.8+0.15 = 4.95 M

lx=4.35 M ly = 4.95 M

= ly/lx = 4.35/4.35 = 1.137931


x = 0.053 + (0.060-0.053) 0.037931 = 0.55655

0.1

y = 0.047

Positive Moment at Continuous edge -

x = 0.040 + (0.045-0.040) 0.037931 = 0.041896

0.1

y = 0.035

2233

BBEENNDDIINNGG MMOOMMEENNTT

For Pannels - 1, 2, 3, 4, 5, 6, 7, 10, 11, 12, 13, 14, 15, 16, 17, 19, 20, 21, 22, 23, 24,

25, 26, 27, 28, 29, 30, 31, 32, 33.


34/101

lx = 4.65 M

Supports - Mx = x Wl2x = 0.0476776.85 4.652 = 7.061637 KN-M

My = y W2x = 0.0376.85 4.652 = 5.480222 KN-M

Mid Span - Mx = 0.035741 6.85 4.652

= 5.293746 kN-M

My = 0.0286.85 4.652 = 4.147195 KN-M

For Pannels - (8)

lx = 5.05 M

Supports - Mx = 0.0429406.85 5.052 = 7.501279 KN-M

My = 0.0376.85 5.052 = 6.463608 KN-M

Mid Span - Mx = 0.032950 6.85 5.052 = 5.756105 kN-M

My = 0.0286.85 5.052

= 4.891379 KN-M

For Pannels - (36)

lx = 4.65 M

Supports - Mx = 0.04087096.85 4.652 = 6.053557 KN-M

My = 0.0376.85 4.652 = 5.480222 KN-M

Mid Span - Mx = 0.0312258 6.85 4.652 = 4.624982 kN-M

My = 0.0286.85 4.652 = 4.147195 KN-M

For Pannels - (18)

lx = 3.75 M

Supports - Mx = 0.05666.85 3.752 = 5.452171 KN-M

My = 0.0376.85 3.752 = 3.564140 KN-M

Mid Span - Mx = 0.0434 6.85 3.752 = 4.180640 kN-M

My = 0.0286.85 3.752 = 2.697187 KN-M

For Pannels - (3)

lx = 5.05 M

Supports - Mx = 0.0529406.85 5.052 = 9.248201 KN-M

My = 0.0476.85 5.052 = 8.210529 KN-M

24

Mid Span - Mx = 0.039950 6.85 5.052 = 6.978950 kN-M

My = 0.0356.85 5.052 = 6.114224 KN-M

For Pannels - (34)

lx = 5.55 M


35/101

Supports - Mx = 0.0635136.85 5.552 = 13.401060 KN-M

My = 0.0476.85 5.552 = 9.916864 KN-M

Mid Span - Mx = 0.047810 6.85 5.552 = 10.148961 kN-M

My = 0.0356.85 5.552

= 6.092098 KN-M

For Pannels - (35)

lx = 4.35 M

Supports - Mx = 0.0556556.85 4.352 = 7.213952 KN-M

My = 0.0476.85 4.352 = 6.092098 KN-M

Mid Span - Mx = 0.041896 6.85 4.352 = 5.430522 kN-M

My = 0.0356.85 4.352 = 4.536693 KN-M

MAX BENDING MOMENT

Supports - Mx = 13.401060 KN-M My = 9.916864 KN-M

Mid Span - Mx = 10.148961 kN-M My = 7.384899 KN-M

Men L.B. M. = 13.401066 KN- M

6. DEPTH OF SLAB = d = M/rb

R = 1.22 b= 1000 MM

d = 104.806 MM

Deflection esa lqj{kk ds fy, d= 140 mmD= 140 + 20 = 160 mm

7. Area of Steel - for all pannels

Main Steel - provide 10 mm of bar both ways

Short span lx = 5.55

Mid Span Ast. = Mx /st 1d = 10.148961 106 = 595.177 mm2

1400.87140

Spacing = 78.539 1000 = 131.96 or 130 mm

595.177

Provided 10 MM bar @ 130 MMN C/c

25

Support = Ast2 = 13.401060106

= 785.89

1400.87140

Alternate bew are bent up all from support is both direction Balance Steel = 785.89 -

595.177 = 190.71 mm2


36/101

Spacing = 78.539 1000 = 165.805 mm2

473.682

Additional steel comm bar @ 480 C/c

8. CHECK FOR SHEAR(1) Sher force for shorter span = 1/3 Wlx = 1/3 x 6850 x 5.55

Vdx = 12672.5 N

Shear force for longer span (ly/lx/2+ly/lx)x Wlx

= 1.27027/3.27027 x 6850x 5.55

Vly = 14767.12 N

Max S.F. = 14767.12

Shear Stress Z v= 14767.12/ 1000 x 140 = 0.105 N/mm2

{Zv2 V/bd}

d = 140 mm fy;k tk,xk D;ksafd uhpyh iafMr dh NM+s drZu ea igys izHkkfor [k.M

gksxh blesa bLikr dk izfr'kr

9. Check for development length

(i) for shorter span -

M1 = st Ast/2 : 1d

= (140595.1770.81 140 )/ 2 = 5074429.10 N-MM

DESIGN CONTINUOUS SLAB (ONE WAY)

Given data - Concrete Grade M20 cbe = 7 N/mm2

Steel Grade Fe250 = 140 N/mm2

M = 13.33

1- DESIGN CONSTANT -

(1)k = 0.4 (2) J = 0.87 (3) R =1.222- Assume depth of slab D = 4000/26 = 153.84 = 160 mm

3- deff. = 160-20 = 140 MM

26

3.- EFFECTIVE SPAN - fljksa okys ikVks dk 'kq) ikV4.0 - 0.15 = 3.85

Hkhrjh ikVks dk 'kq) ikV 4-0 & 3 3-70 ,e fljs okys ikV dh izHkkoh

yEckbZ 1 3-70$ 0-3 4-0 ,e 2 3-70$0-14 3-8 ,e

l2 eff = 3.84 M


37/101

4- LOAD/M - 25 cm the floor finishing (1 x1x0.025x24000) = 600 N

Self Wt of Slab (1x0.16x25000) = 4000 N

Dead load (wt) = 4600 N

Live load (Ws) = 2000 N

Total = 11200 N

5- Max. B.M. = 10861.04 NM

6- Depth of Slab -

But design of two way slab D = 160 MM, d= 140 mm

7- STEEL IN REINFORCEMENT -

Use 10 MM bar then

Spacing =

Provided 10 MM of bar @ 120 MM c/c

8- Check for Minimum Steel

Ast = 636.936 MM2

27

Ao < Ast Hence Ok

10. Check For shear Force - Max. S.F. V = 15800.4 N

Nominal Shear stress =


38/101

Percentage of Steel provided =

permissible shear stress as per I.s. Code = 0.29 N/mm2

Shear stress for a slab = 0.29 1.25 = 0.3626 N/ mm2

Zmax = 0.9

Zmax>Zc>Zv

11- CHECK FOR DEVELOPMENT LENGTH -

M = 10861.04 103 N -mm

V = 15800.4 N

L0 = 12 10 = 120 mm

L0 = 140 mm

Hence Ok

vr% Lyst fodkl yEckbZ esa lqjf{kr gSA

DESIGN OF T. BEAM

Given data

28

M20 = cbc = 7 N/mm2

Fe415 = st = 230 N/mm2


39/101

M =

1. DFESIGN CONSTANT

a.

b.

c.

2. Assume Depth -

Use deff = 460 MM Cover 40 MM

Over all depth D= 500 MM

3. EFFECTIVE SPAN

a. 3.0 + 0.3 = 9.3 M

b. 9.0 + 0.46 = 9.46 M

leff = 9.3 M

4. LOAD/M

Live load = 2000 N

Wt of Slab (110067.5 (9.3) = 11835.2 N

Wt of finsihing for slab (16510.12/9.3)=17752.28N

Wt of Rib (0.310.3425000) = 2550.0 N

Total = 18160.48

= 18161

29

5. MAXIMUM B.M.


40/101

6. DEPTH OF BEAM

deff = 460 MM & cover = 40 MM D= 500 MM

7. LEVER ARM

Z = 0.9 460

Z = 414 MM

8. APPROX AREA OF STEEL

= 2061.99 MM2

SNOS of 24 MM

Actual Area Of Steel Ast = 2261.946 MM2

9. EFFECTIVE WIDTH OF FLANGE -

(i) bf = l0/6 + bw * 6Df (ii) bf = bw +c/c distance between

panels

= 9000/6 + 300 + 6 160 = 300 +4000 -300

= 2760 MM = 4000 MM

bf = 2760 MM

30

10.DEPTH OF N.A.


41/101

= 2944 (x-80)+(x-160)2

=201.01 (460-x)

= x2

+ 2825.01 - 302385.33 = 0

x= 103.26 MM

pwfd cy 'kwU; js[kk LySc ds Hkhrj fLFkr gSA vr% ,d lkekU; che cu

tkrk gSA vr% cy 'kwU; js[kk

x = 89.92 M

11.CHECK FOR STRESSES -

C = 3.677 N/mm2


42/101

= 282.65 mm < 2261.94 MM

13.CHECK FOR SHEAR Clear span = 9M

Shear force

Shear stress

ruu cyu NM+ ds fy, 5 NM+s xyh xbZ gSA ftuesa nks

NM+s vkyEcksa ls ikg 116 dh nwjh ij lekIr fd;k tk;sxk

vr% vkyEcksa ds fudV ryh ij 3 'ks"k jg tkrk gSA ryh

esa miyC/k NM+ksa ds vuqlkj [k.M esa bLikr dk izfr'kr

Tc permissible shear stress as per I.S. Code = 0.387

N/mm2

T max = 1.8

Z max > Zv>Zc vr% drZu izcyu dh vko';drk gSA14. dahV [k.M dh drZu lkeF;Z

ve= Zebd = 0.0387300460 = 53406N

'ks"k drZu cy ftlds fy, f'k;j izcyu Mkyuk gSA

vs= 81724.5-53406= 28318.5 N

32


43/101

(ii) Shear strength of bent up bar

Vb = sv x Asv Sin

Vb = 14714828 N

bent up of bar }kjk Shear strength dk eku 147148.28 N

okafNr Shear force 28318.5 /2 = 14159.25 fy;k tk;sxk vkSj

'ks"k 14159.25 N ds fy, mnxz NYys vfHkdfYid fd;k

tk;sxsA

drZu cy Vs = 14159.25 N

Use s8 MM bar then

Spacing

Sv = 751.182 MM = 750 mm

8 mm of bar @ 250 mm c/c

ijUrq ;g vUrjky 0.75 x d = 0.75 x 460 = 345 ;k 300 MM

Which is less

U;wure drZu izcyu ds vk/kkj ij mnxz NYyks dk vUrjky

DESIGN OF CONTINUOUS BEAM (DOUBLY BEAM)

Know data - M20 = cbc = 7 N/mm2

Fe415 = st = 230 N/mm2

M = 13.33

1. DESIGN CONSTANT (1) K = 0.29 (2) J = 0.29 (iii) R = 0.92

2. ASSUME DEPTH OF BEAM 340 mm B = 300 MM

Top and bottom cover = 40 mm

3. EFFECTIVE SPAN - 4.5 + 0.3 = 4.8 M

4. LOAD/M Live load wf = 2000 N


44/101

33

Dead loadwd

(i)

(ii)

(iii) Wt of Self wt = 110.3425000 = 8500 N

TOTAL = 19540 N

Dead load Wd2

Wt of Self wt = 110.3425000 = 8500 N

Total Wdz = 19337.6 N = 19540 N

5. MAXIMUM BENDING MOMENT

M = 50140.16 N-MM= Moment of resistence of singly reinforced section of given

dimensions

M1 = Rdb2

0.92 300(300)2 = 24840000 N -MM

M2 B.M. for which additional steel required to be provided on lenstion

and compression side.M2 = Mmax - M1

= 50140.16 103 N-MM

6 - AREA OF STEEL ON TENSHION SIDE (Ast)


45/101

34

Ast = Ast1 + Ast2

= 400 + 423.07 = 823.07 mm2

Use 20 MM & bar

Provided 3 Nos 20 mm bar intension side.

7. AREA OF STEEL ON COMPRESSION SIDE

(Mc-1) Asc (x-dc) = M Ast2 (d-x)

(1.513.33-1) Asc (87-40) = 13.33 423.07 (300-40)

892.765 Asc = 1466276.0

= 1643 MM2

Use 22 MM bar

Provided 5 NOS of bar 22 MM


46/101


47/101

36

L0 = 12 20 = 240 MM L0 = 300 MML0 = 300 MM

20mm vr% fLFkj.k yEckbZ esa NM+ lqjf{kr gSA

SUMMARY OF DESIGN

1. Depth of beam = 360 mm

2. Steel Reinforcement in tension side 3Nos of 20mm bar

3. Steel Reinforcement in Compression side 5Nos of 22mm bar

4. Shear Reinforcement 2 leg Stirrup 8 mm of bar @ 22 mm c/c

DESIGN OF COLUMN

Data M20cbc = 7 N/mm2 cc = 5 N/MM2

Fe415 st = 230 N/mm2 sc = 190 N/mm2

M = 18.33


48/101

37

1. DESIGN CONSTANT (i) K = 0.29 (ii) J = 0.90 (iii) R = 0.92

2. LOAD

Wt of Slab = (20.60 0.162500) = 82400 N

Wt of finishing = (20.60 0.02524000) = 12390 N

Wt of beam = (7.5 0.3425000) = 63750 N

Wt of load = (20.66 2000) = 41200 N

TOTAL WT = 199740 N

3. Assume as a certain 1% of A (gross area)Considering a short Column

Acc cc + Asc sc = W

(A-Asc) cc + Ascsc = W

(A-0.01A)cc + 0.01A sc = W

A = 199740/6.85 = 29159.12 mm2

for rectangular column one dimensions I.S. Code = 300 MM

b= 29159.12/300 = 97.19 mm

Provided 300 200 mm column

check l.eff /5 =

;g eku 12 ls de gSA rks ;g dkye short term gSA

Calculate Asc

Asc = 0.01 300 200

Asc = 600 mm2

Use 20mm bar

at = 314

Nos = 600/314 = 1.92 = 2 No

38


49/101

but rectangular column esa pkj ckj ls de ugh Mkyrs gSA

vr% Provided UNOs 20mm bar.

(i)6 MM

(ii) 1/4 20 = 5 MM

6 MM

Spacing / Pitch of Ties

(i)100 mm

(ii) 16 = 16 20 = 320 mm

(iii) 300 MMSpacing = 200 MM

Providing 6mm log tie @ 200 mm

DESIGN OF FOOTING FOR COLUMN

1-LOAD Load on column 19.97 2 =39.94 T = P

Self Wt. of footing =

e`nk dh Hkkj /kkj.k {kerk p = 15 Vu@ehVj2

2- Area of footing - A = W/P = 43.93/15 = 2.928 m2

pwfd vk;rkdkj ikn dh NksVh Hkqtk 1-2 ,e lhfer dj nh x;h

gSA vr% ckn dh nwljh Hkqtk = 2.928/1.2 = 2.44 MM Say 2.5MM

3- NET UPWARD PRESSURE - p = P/A

=


50/101

39

4- DEPTH OF FOOTING -

d ladu vk?kw.kZ ds vk/kkj ij ikn dh xgjkbZ LrEHk ij 20

ls-eh- okyksa Qyd ij cadu vk?kw.kZ &

M1 js[kkPNfnr {ks=Qy kfUrd dkV ls xq#Ro dsUnz

= 1.2 1.1133133.330.55

= 96654.7975 N MM

Fe415 , M20st = 230N/mm2, cbc = 7 N/mm2 R= 0.92

LrEHk ds 30 ls-eh- okys Qyd ij cadu vk?kw.kZ &M2 = 2.5 0.5 133133.33 0.25 = 41604.165 N-M

(b) ?klu ds vk/kkj ikn dh xgjkbZ &

kfUrd dkV ij yEckbZ a 30 $ 63 93 ls-eh-

kfUrd dkV ij pkSM+kbZ b 20 $ 63 83 ls-eh-

V = P [(AB)+(a'b')]

= 133133.33 [(1.22.5)-(0.930.83)]

= 296634.37 N


51/101

lsD'ku dks lUrqfyr ekurs gq, vFkkZr iwcyu bLikr 0-31 izfr'kr

ysrs gq,

40

Zc = 0.24 N/mm2

V = Zv b0 d

d= V/ b0Zv = b= 2 (93+83) = 352 cm

depth of footing 850 + 50 = 900 MM

5. STEEL REINFORCEMENT(1) 20 cm Qyd ds fy, ruu bLikr dk {ks=Qy

Use 12MM bar No = 549.33/113 = 4.86 Say = 5

;g 1.2M ds ikV ij fcNk;h tk;sxhAvr% 1200@5-1 300 c/c

5No bar 12 mm of bar @ 800 mm

(2) 30 cm Qyd ds fy, ruu bLikr dk {ks=Qy &

10 No bar 12 mm bar


52/101

41

DDEESSIIGGNN OOFF LLIINNTTEELL

Know data

M20 - cbc = 7 N/mm2

Fe415 - st = 230 N/mm2 Clarspan = 1.2 M

M = 13.33

1. DESIGN CONSTANT - (1) K = 0.29 (II) J = 0.29

(III)R=0.92

2. Assume depth 150 MM 8 cover 20 MM

deff = 150-20 = 130 MM

3. EFFECTIVE SPAN -

1.2 + 0.13 = 1.33 M1.2 + 0.3 = 1.50 M

eff - 1.33 M

4. LOAD-

(1) f=Hkqt dk fpukbZ Hkkj W1 =

= 2547.216 N

(2) fyUVj dk Lo;a Hkkj W2 =

= 1125 N/M

5. BENDING MOMENT (Maximum)

M1 =


53/101

M2 =

Total Max B.M. = 564.63 + 248.75 = 813.38 N-M

42

6. DEPTH OF LINTEL

= 100 mm

Over all depth = 100 + 20 = 120 MM

7. Steel Reinforcement

= 39.29 MM2

Minimum Steel

vr% Use 8 mm bar No = 61.44/5.0 = 1.22 = 2

provided 8 mm bar 2 NOS.


54/101

4433

EESSTTIIMMAATTIINNGG

S.No. Particular s of

Items

No,. L(M) B(M) H/D

(M)

Quantity Remarks

1. E/W in excavation

in foundation ofcolumns foot and

walls

PART

AA'BB'CC'DD'

Column footing

Wall foundation

36 2.50 1.20 0.9 97.2m3

C/C=30 M

(i) long wall 4 12.5 0.9 0.9 40.5m3

L=30-

7x2.5=12.5M

(ii) Short wall 16 4.6 0.9 0.9 59.62m3

C/C=5.6+0.2=5.

8M

A'B'C'D' Wall 2 9.0 0.9 0.9 7.29m3

L=5.8-

1.2=4.6M

L=10.2-1.2-

9.0M

TOTAL 204.61M3

PART EGH

Column footing

wall

22 2.50 1.20 0.9 59.62m3

C/C=34.7 M

foundation L=34.7 -22.5 =

12.2

long wall 2 12.2 0.9 0.9 59.62m3

c/c=9.2 m

L=9.2-


55/101

1.25=7.95

Short wall 2 7.95 0.9 0.9 59.62m3

C/C=4.2 M

for stair Room L =4.2-0.6 =3.6

MLong Wall 2 3.6 0.9 0.9 59.62m

3C/C=3.8

Short Wall 1 2.9 0.9 0.9 59.62m3

L=3.8-

0.9=2.9M

F6 Wall 1 9.2 0.9 0.9 3.40m3

C/C=9.2

L=9.2-

2*2.5=4.2M

1 18.5 0.9 0.9 10.94m3

C/C=14.2+0.2=

14.4

L=14.4-9=13.5

TOTAL 114.56 m3

PARK HIJK

Column footing

wall foundation

20 2.5 1.2 0.9 54.0 m3

long wall 2 21.7 0.9 0.9 35.15 m3

C/C=44.2

L=49.2-

9*2.5=21.5

Short Wall 7 4.6 0.9 0.9 29.81m3

C/C=5.6X0.2=5

.8

L=5.8-1.2=4.6

W.C. ROOM

W.C. Wall C/C=7.2

long Wall 1 6.75 0.9 0.9 5.47 L=7.2-

0.45=6.75

Short Wall 6 0.5 0.9 0.9 2.43 l=1.4-0.9=0.5

BATH ROOM

Long Wall 2 4.9 0.9 0.9 7.94 L=5.8-0.9=4.9

Short Wall 6 0.8 0.9 0.9 3.89 L=1.7-0.9=0.8

total 138.63m3


56/101

PART LMND

Column footing

wall foundation

19 2.5 1.2 0.9 51.3m3

C/C = 41.1-

2x0.2/2=39.9M

long wall 2 19.9 0.9 0.9 32.24 L=39.9-8x2.5=19.9

Short wall 9 4.6 0.9 0.9 33.53 L=5.8-

1.2=4.6M

117.07m D

PART PQRS

Column footing

wall foundation

12 2.5 1.2 0.9 32.4 C/C =28.2M

long wall 2 15.7 0.9 0.9 25.43 L=28.2-5x2.5

Short wall 6 4.6 0.9 0.9 22.37 L=5.8-1.2=4.6

80.20m3

E

PART FF'LM

Column footing

wall foundation

(Mess Room)

2 2.5 1.2 0.9 5.4m3

C/C=5.2

long wall 2 2.7 0.9 0.9 4.37 m3

L=5.2-2.5=2.7

Short wall 2 3.8 0.9 0.9 6.16 m3

L=4.6-1.2=3.8

W.C. Room C/C=8.4

long wall 2 9.3 0.9 0.9 15.07 L=8.4+0.9=9.3

Short wall 5 0.8 0.9 0.9 3.24 m3

L=1.7-0.9=0.8

34.24 m3

F

GRAND TOTAL A+B+C+D+E+F 689.31m3

2 Cement Concrete

in the Wall

foundation with

1:8:16 proportion

PART

AA'BB'CC'DD'

45


57/101

long wall 4 12.5 0.9 0.3 13.50m3

Short wall 16 4.6 0.9 0.3 19.87 m3

AB'C'D' 2 9.0 0.9 0.3 4.86 m3

total 38.23 m

3

A

PART EFGH

long wall 2 12.2 0.9 0.3 6.59

Short wall 2 7.95 0.9 0.3 4.29

Stair Room

long wall 2 3.6 0.9 0.3 1.94

Short wall 1 2.9 0.9 0.3 0.78 m

3

F6 Wall 1 4.2 0.9 0.3 1.13 m

3

1x1 13.5 0.9 0.3 3.65 m3

Total 18.38 m3

B

PART HIJK

Long Wall 2 21.7 0.9 0.3 11.72m3

Short Wall 8 4.6 0.9 0.3 9.94m3

W.C. Walllong wall 1 6.75 0.9 0.3 1.82m

3

Short wall 6 0.5 0.9 0.3 0.81 m3

BATHROOM

long wall 2 0.9 0.3 2.45 m3

Short wall 3 0.9 0.3 1.30 m3

Total 28.04 m3

C

PART LMNDlong wall 2 19.9 0.9 0.3 10.75 m

3

Short wall 9 4.6 0.9 0.3 11.19 m3

Total 21.94 m3

D

PART PQRS

long wall 2 15.7 0.9 0.3 8.48m3

Short wall 6 4.6 0.9 0.3 7.45 m3

Total 15.93 m3

E

46


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PART FF'LM

long wall 2 2.7 0.9 0.3 1.47 m3

Short wall 2 3.8 0.9 0.3 2.48 m

3

W.C. ROOM

long wall 2 9.3 0.9 0.3 5.02 m3

Short wall 5 0.8 0.9 0.3 1.08 m3

Total 10.05 m3

F

GRAND TOTAL A+B+C+D+E+F 132.57 m3

3. Reinforced CementConcrete work in

Column footing

with 1:1:3

Proportion up to

plinth w/o

reinforced

column footing 111 2.5 1.2 0.9 299.7m3

column upto plenth

levels

111 0.3 0.2 0.4 2.7m3

Total 302.4 m3

4. B/W in foundation

up to PL with 1:6

Cement concrete

Ist footing

PART

AA'BB'CC'DD'

long Wall 4 12.5 0.6 0.2 6.0

Short Wall 16 4.6 0.6 0.2 8.83

AB'C'D Wall 2 9.0 0.6 0.2 2.16

Total 16.99m3

A

PART EFGH

long Wall 2 12.2 0.6 0.2 2.93m3

47


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Short Wall 2 7.95 0.6 0.2 1.91 m3

Stair Room

long Wall 2 3.6 0.6 0.2 0.86 m3

Short Wall 1 2.9 0.6 0.2 0.357 m

3

FG Wall 1 4.2 0.6 0.2 0.50 m

3

1 13.5 0.6 0.2 1.62 m3

B

Total 8.17m3

PART HIJK

long Wall 2 21.7 0.6 0.2 5.21

Short Wall 8 4.6 0.6 0.2 4.42

W.C. Walllong Wall 1 6.75 0.6 0.2 0.81

Short Wall 6 0.5 0.6 0.2 0.36

Bath Room

long Wall 2 4.9 0.6 0.2 1.18

Short Wall 6 0.8 0.6 0.2 0.58

Total 12.20m3

C

PART LMNOlong Wall 2 19.9 0.6 0.2 4.78

Short Wall 9 4.6 0.6 0.2 4.97

Total 9.75m3

D

PART PQRS

long Wall 2 15.7 0.6 0.2 3.77

Short Wall 6 4.6 0.6 0.2 3.31

Total 7.08m

3

EPART FF'LM

long Wall 2 2.7 0.6 0.2 0.65

Short Wall 2 3.8 0.6 0.2 0.91

Total 4.27m3

F

Grand Total A+B+C+D+E+F 58.46 m3

PART

48


60/101

A'A'BB'CC'DD'

long Wall

2nd footing 4 12.5 0.5 0.20 5.00

3rd footing 4 12.5 0.4 0.20 4.004rth footing (P.L.) 4 12.5 0.3 0.40 6.00

Short Wall

2nd footing 16 4.6 0.5 0.20 7.36

3rd footing 16 4.6 0.4 0.20 5.89

4rth footing 16 4.6 0.3 0.40 8.83

AB'C'D Wall

2nd footing 2 9.0 0.5 0.20 1.83rd footing 2 9.0 0.4 0.20 1.44

4rth footing 2 9.0 0.3 0.20 2.16

Total 42.48m3

A

PART EFGH

(Mess Room)

Long Wall

2nd footing 2 12.2 0.5 0.2 2.44

3rd footing 2 12.2 0.4 0.2 1.95

4rth footing 2 12.2 0.3 0.4 2.93

Short Wall

2nd footing 2 7.95 0.5 0.2 1.59

3rd footing 2 7.95 0.4 0.2 1.27

4rth footing 2 7.95 0.3 0.4 1.91

Stair Wall

Long Wall

2nd footing 2 3.6 0.5 0.2 0.72

3rd footing 2 3.6 0.4 0.2 0.58

4rth footing 2 3.6 0.3 0.4 0.86

Short Wall

2nd footing 1 2.9 0.5 0.2 0.29

49


61/101

3rd footing 1 0.29 0.4 0.2 0.23

4rth footing 1 2.9 0.3 0.4 0.35

FG Wall


4rth footing 1 4.2 0.3 0.4 0.50

P. Wall

2nd footing 1 13.5 0.5 0.2 1.35

3rd footing 1 13.5 0.4 0.2 1.08

4rth footing 1 13.5 0.3 0.4 1.62

Total 20.43m

3

PART HIJK

long Wall

2nd footing 2 21.7 0.5 0.2 4.34

3rd footing 2 21.7 0.4 0.2 3.47

4rth footing 2 21.7 0.3 0.4 5.21

Short Wall


4rth footing 8 4.6 0.3 0.4 4.42

W.C. Wall

2nd footing 1 6.75 0.5 0.2 0.68

3rd footing 1 6.75 0.4 0.2 0.58

4rth footing 1 6.75 0.3 0.4 0.81

Short Wall2nd footing 6 0.5 0.5 0.2 0.30

3rd footing 6 0.5 0.4 0.2 0.24

4rth footing 6 0.5 0.3 0.4 0.36

BATH ROOM

long Wall

2nd footing 2 4.9 0.5 0.2 0.98

3rd footing 2 4.9 0.4 0.2 0.78

50


62/101

4rth footing 2 4.9 0.3 0.4 1.18

Short Wall

2nd footing 6 0.8 0.5 0.2 0.98

3rd footing 6 0.8 0.4 0.2 0.784rth footing 6 0.8 0.3 0.4 1.18

BATHROOM

Long Wall

2nd footing 2 4.9 0.5 0.2 0.98

3rd footing 2 4.9 0.4 0.2 0.78

4rth footing 2 4.9 0.3 0.4 1.18

Short Wall2nd footing 6 0.8 0.5 0.2 0.48

3rd footing 6 0.8 0.4 0.2 0.38

4rth footing 6 0.8 0.3 0.4 0.58

Total 31.37m3

C

PART LMND

Long Wall


4rth footing 2 19.9 0.3 0.4 4.78

Short Wall

2nd footing 9 4.6 0.5 0.2 4.14

3rd footing 9 4.6 0.4 0.2 3.31

4rth footing 9 4.6 0.3 0.4 4.97

Total 24.36m

3

DPART PQRS

Long Wall

2nd footing 2 15.7 0.5 0.2 3.14

3rd footing 2 15.7 0.4 0.2 2.41

4rth footing 2 15.7 0.3 0.4 3.77

Short Wall

2nd footing 6 4.6 0.5 0.2 2.76

51


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3rd footing 6 4.6 0.4 0.2 2.21

4rth footing 6 4.6 0.3 0.4 3.31

Total 17.70 E

PART FFLMLong Wall

2nd footing 2 2.7 0.5 0.2 0.54

3rd footing 2 2.7 0.4 0.2 0.43

4rth footing 2 2.7 0.3 0.4 0.65

Short Wall

2nd footing 2 3.8 0.5 0.2 0.76

3rd footing 2 3.8 0.4 0.2 0.614rth footing 2 3.8 0.3 0.4 0.91

2nd footing 2 9.3 0.5 0.2 1.86

3rd footing 2 9.3 0.4 0.2 1.49

4rth footing 2 9.3 0.3 0.4 2.23

Short Wall


4rth footing 5 0.8 0.3 0.4 0.48

Total 10.68m3

TOTAL A+B+C+D+E+F 205.48M3

5. D.P.C. (2.5 cm

thick) 1:1:3 C:C

& Water Proofing

compund

PART

AA'BB'CC'DD'

C/C=30

Long Wall 4 27.9 0.2 22.32 L=30-

7X0.3=27.9

Short Wall 16 5.6 0.2 17.92 L=5.8-0.2=5.6

AB'C'D' Wall 2 10.0 0.2 4.00 L=10.2-0.2=10

44.24m3

A

52


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PART EFGH c/c=34.7

Long Wall 2 32 0.2 12.8 L=34-7-2.7=32

Short Wall 2 9 0.2 3.6 L=9.2-0.2=9.0

Stair RoomLong Wall 2 4.1 0.2 1.64 L=4.2-0.1=4.1

Short Wall 1 3.6 0.2 0.72 L=3.8-0.22=3.6

FG Wall 1 8.6 0.2 1.72 L=9.2-

2X0.3=8.6

Total 20.48m3

B

PART HIJK C/C=44.2

Long Wall 2 39.5 0.2 15.80 L=44.2-9x0.3=39.5

Short Wall 8 5.6 0.2 8.96 L=5.8-0.2=5.6

W.C. Wall C/C=7.2

Long Wall 1 7.1 0.2 1.42 L=7.2-0.1=7.1

Short Wall 6 1.2 0.2 1.44 L=1.4-0.2=1.2

BATHROOM

Long Wall 2 5.6 0.2 2.24 L=5.8-0.2=5.6

Short Wall 6 1.5 0.2 1.80 L=1.7-0.2=1.5

Total 31.66m2

C

PART LMND

Long Wall 2 37.5 0.2 15.00 L=39.9-

8x0.3=37.5

Short Wall 9 5.6 0.2 10.08 L=5.8-0.2=5.6

Total 25.08m2

D

PART PQRS

Long Wall 2 26.7 0.2 10.68 L=28.2-

5x0.3\26.7

Short Wall 6 5.6 0.2 6.72 L=5.8-0.2=5.6

Total 17.40m2

E

PART FF'LM

Long Wall 2 4.9 0.2 0.36 L=5.2-0.3=4.9

53


65/101

Short Wall 2 4.4 0.2 1.76 L=4.6-0.2=4.4

W.C. Room

Long Wall 2 8.6 0.2 3.44 L=8.4-0.2=8.6

Short Wall 5 1.5 0.2 1.50 L=1.7-0.221.5Total 7.06m

2F

Grand Total A+B+C+D+E+F 148.76m2

Deduction

openings

Door opening

D1 4 1.5 0.2 1.20

D2 36 1.2 0.2 8.64D3 25 0.75 0.2 3.75

Total 13.59m2

Net Total 130.53m2

6. RCC Work in

Column8 beams

and lintel with

1:1:3 proportion

W/o reinforcement

PART

AA'BB'CC'DD'

Column 2x36 0.3 0.2 3.3 14.26 L=30+0.22=30.

2

Beam 2x4 30.2 0.3 0.34 24.64 L=5.8-0.3=5.5

2x16 5.5 0.3 0.34 17.94

2x2 10.0 0.3 0.34 13.80

lintel over door 12x2 1.5 0.2 0.12 0.86

lintel over window 24x2 1.5 0.2 0.12 1.72

lintel over

ventilator

24x2 0.9 0.2 0.12 1.04

lintel over almira 36x2 1.2 0.2 0.12 2.08 A

Total 76.36

54


66/101

PART EFGH

Column Beam 22x2 0.3 0.2 3.3 8.72 L=34.7+0.22=3

4.9

Doubly beam 2x2 34.9 0.3 0.34 14.24 L=9.4-0.229.2Singly beam

(T.beam)

5x2 9.2 0.3 0.34 9.38


D1 2x2 1.8 0.2 0.12 0.18

D2 5x2 1.5 0.2 0.12 0.36

lintel Window 8x2 1.8 0.2 0.12 0.70

lintel over

Ventilator

8x2 0.9 0.2 0.12 0.34

Total 41.76 B

PART HIJK

Column 20x2 0.3 0.2 3.3 7.92 L=44.2-

0.1=44.01

Beam 2x2 44.1 0.3 0.34 18.00 L=5.8-0.22=5.6

8x2 5.6 0.3 0.34 9.14

lintel over door

D1 1x2 1.8 0.2 0.12 0.08

D2 7x2 1.5 0.2 0.12 0.50

lintel Window 14x2 1.5 0.2 0.12 1.02

lintel over

Ventilator

14x2 0.9 0.2 0.12 0.60

Total 37.26m3

C

PART LMNO

Column 19x2 0.3 0.2 3.3 7.52

Beam 2x2 41.1 0.3 0.34 16.76 L=39.9+0.2=41.

1

9x2 5.6 0.3 0.34 10.28 L=5.8-0.2=5.6


lintel over Window

W1

16x2 1.5 0.2 0.12 1.16

55


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W2 1x2 1.8 0.2 0.12 0.08

lintel Over Vent 17x2 0.9 0.2 0.12 0.74

lintel Almira A1 41x2 1.2 0.2 0.12 2.30

A1 2x2 1.5 0.2 0.12 0.14Total 78.42m

3D

PART PQRS

Column 12x2 0.3 0.2 3.3 4.76

Beam 2x2 28 0.3 0.34 11.42 L=28.2-0.2=28

6x2 5.6 0.3 0.34 6.86

lintel Over door

D1 1x2 1.8 0.2 0.12 0.08D2 4x2 1.5 0.2 0.12 0.30

LIntelOverWindow 9x2 1.5 0.2 0.12 0.69

LIntel Over Almira 12x2 1.2 0.2 0.12 0.70

Lintel Over vent 9x2 0.9 0.2 0.12 0.38

Total 25.14m3

PART FF'LM

Column 2x2 0.3 0.2 3.3 0.80Beam 3x2 5.0 0.3 0.34 3.06

lintel Over door

D1 1x2 1.5 0.2 0.12 0.08

D2 10x2 1.05 0.2 0.12 0.50

LIntelOver

Window

1x2 1.80 0.2 0.12 0.08

Total 4.52m3


F

7 Brick Work Super

Structure with 1:6

Cement send

morder

PART

AA'BB'CC'DD'

Long Wall 4x2 27.9 0.2 3.3 147.32 L=30-

56


68/101

7x0.3=27.9

Short Wall 16x2 5.6 0.2 3.3 118.28

Total 265.50m3

A

PART EFGHLong Wall 2x2 32.0 0.2 3.3 84.48

Short Wall 2x2 9.0 0.2 3.3 23.76

Stair Room

Long Wall 2x2 4.1 0.2 3.3 10.82

Short Wall 1x2 3.6 0.2 3.3 4.76

FG Wall 1x2 8.6 0.2 3.3 11.36

Total 135.22m

3

PART HIJK

Long Wall 2x2 39.5 0.2 3.3 104.28

Short Wall 8x2 5.6 0.2 3.3 59.14

W.C. Wall

Long Wall 1x2 7.1 0.2 3.3 4.38

Short Wall 6x2 1.2 0.2 3.3 9.50

BATHROOMLong Wall 2x2 5.6 0.2 3.3 14.78

Short Wall 6x2 1.5 0.2 3.3 17.88

Total 315.88m3

C

PART LMNO

Long Wall 2x2 37.5 0.2 3.3 99.00

Short Wall 4x2 5.6 0.2 3.3 66.00

Total 165.52m3

D

PART PQRS

Long Wall 2x2 26.9 0.2 3.3 70.48

Short Wall 6x2 5.6 0.2 3.3 44.36

Total 114.84m3

E

PART FF'LM

Long Wall 2x2 4.9 0.2 3.3 12.44

57


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Short Wall 2x2 4.4 0.2 3.3 11.62

W.C. Room

Long Wall 2x2 8.6 0.2 3.3 27.70

Short Wall 5x2 1.5 0.2 3.3 9.90Total 57.16m

3F


Parafit Wall

Long Wall

Short Wall

Deduction ofOpening

Door D1 4x2 1.5 0.2 2.1 5.04

D2 36x2 1.2 0.2 2.1 36.28

D3 25x2 0.75 0.2 2.1 15.72

Window W1 10x2 1.5 0.2 1.2 7.20

W2 63x2 1.2 0.2 1.2 36.28

Almira A1 2x2 1.5 0.1 1.8 1.08

A2 90x2 0.9 0.1 1.8 29.16

Ventilator 79x2 0.6 0.2 0.3 56.88

lintel over Door D1 4x2 1.8 0.2 0.12 0.34

D2 36x2 1.5 0.2 0.12 2.6

D3 35x2 1.05 0.2 0.12 1.26

lintel over Window

W1

10x2 1.8 0.2 0.12 0.86

W2 63x2 1.5 0.2 0.12 4.54

lintel over Almira

A1

2x2 1.8 0.2 0.12 0.18

A2 90x2 1.2 0.2 0.12 5.18

lintel over 79x2 0.9 0.2 0.12 3.42

58


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Ventilator

Total 206.02m3

Net Total 896.03m3

8. Reinforced cementconcrete work in

Slab, landing and

flight of stair case

with 1:1:3 W/o

reinforcement

RCC Slab 1x2 53.7 40 0.16 687.36

Base of flight 4 1.2 0.3 0.20 2.40

flight 92 1.2 x0.15x0.4 3.32

Londing 8 1.2 0.3 0.15 0.44

Total 693.52m3

Deduction

Slab in stair case 4 4.0 3.6 0.16 9.22

LAWN 2 29.8 10.0 0.16 96.36

Outside opening

(Front)

1x2 28.0 1.5 0.16 13.44

Total 118.02m3

G. Total A-B 575.50m3

Sunshades W1 10x2 1.8 0.45 0.06 0.98

W2 63x2 1.5 0.45 0.06 5.10

Ventilator 99x2 0.9 0.45 0.06 3.84

Door 1x2 1.5 0.45 0.06 0.08

Total 10.00m3

Net Total 585.50m3

9. 12 Plaster in 1:6

Cement Sand

Motor on Walls

PART

AA'BB'CC'DD'

long Wall

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Outer Side 4 29.8 8.82 1051.34

Inner Side 4 28.2 8.82 994.89

Short Wall

Outer Side 4 6.0 8.82 211.68Inner Side (Both) 28 5.6 8.82 1382.98

Slep 2 10.0 0.3 - 6.00

Column 4x2 0.3 6.6 15.84

Beam(Side) 4x2 6.6 10.56

Bottom 4x2 0.34 27.20

Celling 24 5.6 4.6 030 618.24

Total 4330.73m2

PART EFGH

Long Wall 1 32.0 8.82 282.24

Outer Side 3 31.6 8.82 836.14

Inner Side 5 9.2 8.82 405.72

Short Wall 1 19.6 8.82 84.67

Stair Roomlong Wall (Both) 4 4.1 7.92 129.89

Short Wall

Outer Side 1 4.0 7.92 31.68

Inner Side 1 3.6 7.92 28.51

Beam

Singly Beam (both

Side)

8x2 9.2 0.34 50.05

Doubly beam (both

Side)

6x2 9.2 0.34 37.54

Celling 2 34 9.2 625.60

2486.04

cm2

B

PART HIJK

Long Wall

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Outer Side 1 44.2 8.82 389.94 L=44.2-

8x0.2=42.6

Inner Side 3 42.6 7.92 1012.76

Short WallOuterSide 1 6.0 7.92 47.52

Inner Side 15 5.6 7.92 665.28

Celling 14 5.6 4.6 360.64

2 10.2 5.6 114.24

W.C. Room

Long Wall (Both

Side)

2 6.6 7.92 194.54

Short Wall (Both

Side)

12 1.2 7.92 114.05

BATHROOM

Long Wall 4 5.6 7.92 177.41

Short Wall 12 1.5 7.92 142.56

Total 3128.84m3

PART LMND

Long Wall

Outer Side 1 41.1 8.92 366.61

Inner Side 3 39.7 7.92 943.27

Celling 14 5.6 4.6 360.64

H. Morder Celling 2 7.1 5.6 79.52

Total 1750.04m2

PART PQRS

long Wall 2 28.0 8.92 499.52

2 26.8 7.92 424.51

Short Wall 12 5.6 7.92 532.22

Celling 8 5.6 4.6 206.08

2 5.6 3.6 40.32

Total 1702.65 E

Long Wall

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Outer Side 1 5.0 - 8.92 44.6

Inner Side 3 4.8 7.92 114.05

Short Wall

OuterSide 1 4.4 8.92 39.25Inner Side 2 4.2 7.92 66.53

BATH & OUTER

WALL

Long Wall 4 8.2 7.92 259.78 L=8.6-0.4=8.2

Short Wall 5 1.5 7.92 59.40

W.C.

Long Wall 2 4.8 7.92 76.03Short Wall 4 1.2 7.92 38.02

Celling 2 12.3 4.8 118.08

Total 814.46m3

C


Deduction of

opening

Door D1 8 1.5 2.1 25.2

D2 72 1.2 2.1 181.44

D3 50 0.75 2.1 78.75

Window W1 20 1.5 1.2 36.00

W2 126 1.2 1.2 181.44

Ventilator 158 0.6 0.3 28.44

total -531.27m2

Net Total 14376.09m2

Varandah Celling 4 28 3.0 - 3340m2

357.6

Total 693.6m2

Net Total 14376.09

10 Earth work in

filling in Plinth

Area same as for

covered

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Area/2 by celling 1 153 1.2 0.25 382.8m3

1..5 M Wide

opening

1 28 1.5 0.25 10.5m3

Total 78.66m

3

11 Sand filling in

plinth with local

sand

1 15 31.2 0.05 76.56

1 28 1.5 0.05 2.10

78.66m3

12 7.5 cm lime

concrete base 82.5

cement concrete

brick ballast 40

mm

1 151.2 1.2 0.1 153.12

1 28 1.5 0.1 4.20

Total 157.32m3

13 Dislempering two

coat with one coat

while washing,

Quantity same as

for Plaster in Item

No.

14213.76m2

14 Wood Work

Door D1 8 1.5 2.1 25.2m2

D2 72 1.2 2.1 181.44m2

D3 50 0.75 2.1 78.75m2

Total 285.39m2

Window W1 20 1.5 1.2 36.00

W2 126 1.2 1.2 181.44

Total 217.44m2

Net Total 502.83m2

15 Glass Work in

Vent

158 0.6 0.3 28.44m2

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Total 28.44m2

16 Two coats Painting 1005.66m2

17 Steel Work in

Column, beamslab, lintal and stair

case

1. Column

(a) column fooling

12mm

long side 10 2.4M 24 M

short side 6 1.1M 6.6 M

30.6

=3396.6M

Total 3022.97Kg

(b) Column Main

reinforcement 20

mm

4 8.05 32.2

111 Nos

3385.94

Total 744.91

Net Total 12596.14

Kg

126

(ii) beam (Doubly)

(a) Main bar texsile

side 20mm

3 119.2 357.6M

3 216.0 648.0 M

3 45.0 135.0 M

3 51.8 155.4 M

3 80.0 240.0 M

3 178.0 534.0 M

3 38.0 114.0 M

2184 M @2.47 Kg/M

=5394.48Kg

b. Main bar Comp 5 119.2 596.0

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side 22mm

5 216.0 1080.0

5 45.0 225.0

5 51.0 259.05 80.0 400.00

5 178.0 890.0

5 38.0 190.0

3640M @2.98 Kg/M

=10847.2

Kg

c. Band stimurups 3235 1.272 4114.92M L=210.28+0.26+24x0.08=1.272

1604.82Kg

Total 3569299

=357q

(iii) Single Beam 7.752

x1

7850/100 6.09q 034x0.3x9.5x8=

7.752

(iv)RCC Slabs &Sun shade case

0.8%

370q

10q

Total 869.1q

Net Total 869.97q

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6666

CCOOSSTTIINNGG

Q.No. Particulars of

Items

Quantity Unit Rate Per Amount

(Rs.)

1. Earth Work in

excavation

689.31 M3

Rs. 42.35 M3

29192.28

2. 1:8:16 C.C. in

foundation

132.57 M3

Rs.2340.38 M3

310264.18

3. R-CC in

Column

fooling

(1:1:3) W/o

reinforcement

302.40 M3

Rs.4936.1 M3

1492676.64

4. B.W. in 1:6

C:S Mostar in

foundation

205.48 M3

Rs.3087.65 M3

634450.32

5. 2.5CM thick

1:1:3 D.P.C.

130.53 M3

Rs.160.00 M3

20884.80

6. RCC in

1:1:3 D.P.C.

263.46 M3 Rs. 4936.1 M3 130064.90

7. B.W. in 1:6

C:S Mortar in

Super

structure upto

Roof

896.03 M3

Rs.3243.00 M3

2905825.29

8. R.C.C. in Slab 585.50 M3 4936.1 M3 2890086.55


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landing &

flight With

1:1:3 W/o

reinforcement

9. 12MM C:S

1:6 Plastering

143213.76 M3

Rs.74.50 M3

1058925.12

10. Earth Work in

filling in

plinth

393.3 M3

275.00 M3

108157.50

C.O. 9580527.58

11. Sand filling in

Plinth

78.66 M3

685.00 M3

53882.21

12. CC&CC

1:2:4(2.5 cm)

1:6:12 (7.5

cm) in

flooring

157.32 M3

3158.00 M3

496816.58

13. Distempering

two coat with

one coat w.

Washing

14213.76 M3

30.12 M3

428118.45

14. Wood Work

in Door &

Window

502.83 M3

1810.00 M3

910122.30

15. Glass Work in

Ventilator

28.44 M3

375.00 M3

10665.00

16. Two coat

painting door

& Window

1005.66 M3

107.38 M3

107987.77

17. Steel Work in

Reinforcement

870.00 q 3150.00 q 2740500.00

Total 14328619.87

Add 8% for Water supply and Sainitary 1146289.59

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Works

Add 8% for Electrification Works 1146289.59

Total 16621199.05

Add 3% for Contingencies 498635.97Add 2% for Work charged establishment 332423.98

Grand Total 17452259.00

RATE ANALYSIS

EXCAVATION IN FOUNDATION

UNIT OF ANALYSIS - 100 m3

UNIT OF PAYMENT - Per Cu. Meter

S.No. Item No Unit Rate Per Cost Rs.

1 Material

2 Labour

HeadMasion

No 180 Day 90

Masion 1 No 160 Day 160

Mazdoor 35 No 100 Day 3500

3 Tools &

Plants

L&S 100

TotalP 3850Rs

Adding Contractor profit 385.00

Grand Total 4235.00Rs

Rate Per Cum = 4235/100 = 42.35 Rs

CEMENT CONCRETE IN FOUNDATION (1:8:16) 40 MMth

UNIT OF ANALYSIS - 10 M3


1 Material

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Brick

Ballast

10 Cum 300 Cum 9000/-

Course

Sand

5 Cum 1000 Cum 5000/-

Cement 18 Bag 230 Cum 4140/-

2 Labour

Head

Masion

No 180 Day 90



Bhists 5 No 100 Day

T&P etc L&S 100 100

TotalP 20990Rs

Add 10% contractor charge 2099.00

Add 1.5% Water Charge 314.85Rs

Rate

Per m3

=23403.85/10= 2340.385Rs 23403.851

IST CLASS BRICK WORK IN FOUNDATION UPTO PL WITCH (1.6) CEMENT

MORTER : UNIT OF ANALYSIS - 10M3


1 Material

Cement 13 Cum 230 Bag 2990.00

Sand 2.56 Cum 700 Cum 1792.00

Brick 5000 No. 4000 20000.00/-

2 Labour

Head

Masion

No 180 Day 9000

Masion 7 No 160 Day 1120.00


Bhists 2 No 100 Day 200

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T&P etc L&S 100 100

TotalP 27692.00Rs

Add 10% contractor charge 2769.00

Add 1.5% Water Charge 415.00RsRate

Per m3

=30876.85/10= 3087.65Rs 30876.58

2.5 CM CEMENT CONC. DPC IN 1:1:3 WITH BOND MATERIALS

UNIT OF ANALYSIS - 100SqM


1 Material

Cement 22.5 Cum 230 Bag 5175

Fine Sand 2.56 Cum 700 Cum 791

Stone Grit 5000 No. 1100 2816

170Kg

Bitumen

170.0 Kg 12 Kg 2040

2 Labour

Head

Masion

No 180 Day 90




Form

Work

1 No 150 150

3 Tools &

plants

1 No 100 100

TotalP 14282.00Rs

Add 1.5% Water charge 214.23

Add 1.0% contractor Charge 1428.20Rs

Rate

Per m3

=30876.85/10= 3087.65Rs 15924.48

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Grand Total = 15924.43p

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1ST CLASS BRICK WORK IN SUPERSTRUCTURE WITH (1:6) CEMENT

MORTER

UNIT OF ANALYSIS = 10M3


1 Material

Brick 5000 4000 % 20000.00

Cement 13.5 Bag 230 Bag 3105.00

Sand 2.7 Cum 700 M3

1890.00

2 Labour

Head

Masion

No 180 Day 90




Form

Work

1 No 150 1000

3 Tools &

plants

1 No 100 300

TotalP 14282.00Rs



Rate

Per m3

=30876.85/10= 3087.65Rs 15924.48

12 MMTH PLASTER IN (1:6)

UNIT OF ANALYSIS = 100 Sq. M


1 Material

Cement 9 Bag 230 day 2070.00

Sand 1.8 Cum 700 m3

1260.00

2 Labour

Head 1/3 No 180 Day 60

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Masion

Masion 10 No 160 Day 1600.00

Mazdoor 15 No 100 Day 1500.00

Bhists 3/4 No 100 Day 75.003 Tools &

plants

L&S 100 100

TotalP 6665.00Rs



Rate

Per m3

=74.3 & Say 74.50 Rs 7431.47

RCC WORK (1:1:3) REINFORCED AND BAR BENDING WITHOUT STEEL

UNIT OF ANALYSIS = 10 M3


1 Material


Course Sand 4.2 m3

1000 m3

4200.00

Stone Grid 8.4 m3

1100 m3

9240.00

Binding Wire 3.0 Kg 50.0 Kg 150.00

2 Labour

Head Masion 1/2 No 180 Day 90.00

Masion 6 No 160 Day 960.00


Bhists 7 No 100 Day 700.00

3 Tools & plants - L&S 500 500

4. Shuttering

Wooden - L&S 1000 1000.00

Carpenter 10 No 170 Day 1700.00


Total P 47860.00Rs

T&P L&S 200 200.00

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5. Reinforcement

Bar cutting &

binding Smith

Mazdoor

Smith 8 No 170 Day 1360.00


T&P - L&P 50 50.00

Total 44270.00



Rate

Per m3

=4936.10 & Say 74.50 Rs 49361.05

2.5 CM CEMENT FLOORING (1:2:4) WIH 7.5 CM LIME CONC BASE (1:6:12)

UNIT OF ANALYSIS = 100 Sq. Meter


1 Material


Course Sand 1.2 Cum 1000 m3

1200.00

Stone Grid 2.4 Cum 1100 m3

2640.00

Brick Ballast 7.2 Cum 900 m3

6480.00

Sand 3.6 Cum 700 m3

2520.00

2 Labour

Head Masion 2 No 180 Day 360.00

Masion 11 No 160 Day 1760.00




Total 28320.00



Rate

Per m3

=4936.10 & Say 74.50 Rs 31576.80

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UMMTHICK PANELLED DOOR & WINDOW OF INDIAN TEAK WOOD-(UNIT

15 A/M)

Take a Window Shutter 100x150 CM (Shutter Only) Area = 1.5 Sq.m


1 Material


Course Sand 1.2 Cum 1000 m3

1200.00

Stone Grid 2.4 Cum 1100 m3

2640.00

Brick Ballast 7.2 Cum 900 m3

6480.00

Sand 3.6 Cum 700 m3

2520.00

2 Labour

Head Masion 2 No 180 Day 360.00

Masion 11 No 160 Day 1760.00




Total 28320.00



Rate

Per m3

=4936.10 & Say 74.50 Rs 31576.80

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DISTEMPER TWO - COAT WITH ONE COAT WHITE WASHING

Unit of Analysis - 100 Sq.M


1 Material

White Lime Unglaged 10 Kg 5.00 Kg 50.00

(Glue Powder) Blue - L&S 80 Kg 80.00

Pigment - L&S 80 Kg 80.00

Dry Distemper 12 Kg 80 Kg 960.00

2 Labour

Expert While washing 6 No 150 Day 90.00

Coolie 6 No 100 Day 600.00

Sundaries & Tools - L&S 50 Day 50.00

Total 2720.00



Rate

Per m3

=3012.80 & Say 74.50 Rs 3012.80

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PPRROOJJEECCTT SSCCHHEEDDUULLIINNGG

NETWORK PROGRAMMING

With the increasing complexity of large projects necessity for the planning andscheduling is increasing. Projects such as hostel building where many

professions are involved a planning method which will benable manager. The

Critical with method involves or provides an up to date method of planning.

Developed a few years ago in the western centuries is new being extensively

used in planning of projects and controlling the execution of the various part

and works.

The Main advantages of the CRITICAL PATH METHOD are simplicity

flexibility and over all control. It is a most usefull for management of a project

critical prath method is a net work technique for planning execution and

controll over a project. the use of this technique is specially usefull for

management of a project critical path method is a net work technique for

planning execution and control over a project. The use of this technique is

specially usefull .

In Civil Engineering in analying each project in Several activity groups and

thus tracing the activity points where battenek can actually rise promp rexedial

action in the spotting of bottle necks and removal help in completion of a civil

Engg. project in time with in the estirates cost application of network planning

and scheduling. Technique better described as critical path method and

programme evolution and review technique has because scope in existing

completion of vcivil Engg. project in time and within cast review of scaree

resources and scheduing is new unable Since time is mong completion of

projects. In time because a must incivil Engineering proejct.

In determining the date completion of any civil project like hostel building. It is

not only necessary to prepare any estimate of cost but also are estimate are plan

of various activities envolved for the completion of each activity network

scheduling and planning technique is a study of these activities in relation to

toal project time.

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OBJECTIVE OF NETWORK PLANNING AND SCHEDULING

TECHNIQUES

For the success of any project. It is necessary that the objectives and time

scheduling should be defined with reference to allianable target taking into

account all the problems and difficulties which many be existing at the time of

drawing up the plane on drawing the course of Construction period tNetwork

planning and scheduling technique needs an efficient integerated Management

requiring.

(1)Detailed integrated planning of the project task to be accomplished.

(2)Developing realistic excersing effective control which requires periodic

checking and evolution of presness on the project completion time

and taking any action required in time.

(3)The secure resource time and money planning analysis and scheduling

and controlling are three district phases by which the objective can

be affectived. The basic principle and Mechanics of network

technique is the application of planning analysis and scheduling and

controlling of event and activities involved in a project in relation totime and interpendence of each activity.

PLANNING A NETWORK :-

The base phases as suffested earlier of network analysis are planning analysing

and controlling of each event and activity in relation to time and interpredence

of each activity a controution project can be spilt into a number of events and

activities planning of project essentially Mvalues a detailed planning.

EVENT AND ACTIVITY :-

An event is defined as accomplishment in planning a project. The event is

recognable as a particular instant of time and not a passage of time is

represented by a geometrical figure such as circle, rectangle, square etc.

Defining and end of job or number of event and activities planning of a project

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essentially number a detailed to planning of activities and events.

An activities defined a job action to be completed between event within a

project the activity consemstime and many and represented by an arrow.

Dealing the square in which the event are to work as preparation of design.

Scruting of lenderlaying of foundation a reacting construction present of

material etc.

Other example are leasing of foundation evection of famous planning w. Keng

and fixed and point wall. In network analysis each activity is represented by

time with an arrow including the sequence in which the event as to ocean.

Activity Symbol Activity Description

A Study plan

B Clearance of Site

C Earth Work

D Procureemnt of time cement Sand

and Aggregate

E Laging of foundation

F Procurement of Brick

G Erection of Building

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NETWORK DIAGRAM HOSTEL BUILDING

Notes :- (i) Arrows indicate sequence of activity.

(ii) Alphabet symbol A to K indicate each activity in sequence.

(iii) Circle and number indicate event and sequence of events.

(iv) The diagram significant the sequence of a activity and now each

succeeding event is dependent on the proceeding event to proceed from event 1

to event 2 it is necessary to carryout activity 1-2 in drawing a network diagram

besides observing the relationship of event and activities it is essential to accept

the commention that it is time from left to right and that succeeding event have

a number highest them at proceeding event.

THE SCHEDULE

Once a project is planned in teams of event and activities. It is necessary to

plan time required for completing each activity time requened for completing

each job has to fixed with reference to attainable factors a short time as to long

time will provide realistic time duration has to fixed with reference to

experience general availability of men and Materials and completion of

procedence after time duration of each activity is eslimated the earliest and

even time for each activity can be estimated by adding up durations of various

activity.

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ANALYSING THE NETWORK

Total project time is the shortlest time in which project can be completed . This

is determind by a sequence of activities known as critical path for constuction

of Hostal Building time schedule can be allotted in the following way.

Event No. Activity

Symbol

Activity Particular No. of Days

1-2 A Study Plan layout 1

2-3 B Clearance of Site 2

3-4 C Earth Work 12

2-4 D Procurement of time Sand

Cement and Concrete

4

4-5 E Laying of Foundation 15

2-5 F Procurment of Bricks 25

5-8 G Laying Conduit pipe for

electrical waves

15

5-6 H(1) Erection of Building 40

6-8 H(2) Laying Electrical Wire 5

5-7 I(1) Laying of Drain and Draige

System

15

7-8 I(2) Concept building to electrical 5

8-9 I City and Water 12

9-10 K Finishing

Graphic presentation of the Network and time alloted will appear as below :

Network Diagram Hostel Building Critical Path

Notes :- (i) Arrow indicates sequence of activity

(ii) Circle and number indicate event and sequence of events.

(iii) Alphabet Symbol A to K indicate each activity in Sequence

(iv) Thick black line indicate critical path

(v) Rectangular Indicate earliest event time

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(vii) Activity symbol D.F.H. and I are non critical (FLOAT) activities. The

diagram indicates the following term as used in the network planning and

scheduling technique very clearly.

CRITICAL PATH

It is represented by a thick time indicates the line of sequence of activity which

must be completed on scheduling any delay on the critical path activity will

cause delay in other activity

TOTAL PROJECT TIME

This is total of all activities following in the criical which has been shown in

this black times activity which are not an critical path are important but not

erictied to the activities following with in the critical path

NON CRITICAL ACTIVITY

Activity symbols D.F. H(i), H(2), I(1) are non critical actvities are4 critical

activities could be completed little earlier as a litter depending on the time

available and will not effect the all location and other source such asman power

as finance as actual excutation to any material degree this means that for those

activities be could have spare time this spare time is technically described as

FLOAT.

This spare time which is known as FLOAT give Rise to calculation of earliest

event time and latest event time.

EARLIEST EVENT TIME

The figure indicated in sequence indicated the earliest event time by which

activities loading up to that event must be completed. The earliest event time

has been defined as the earliest time by which can event can be completed

method affecting the total project.

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LATEST EVEN TIME

This in trangular indicated the latest event time by which the activities loading

up to that event must be completed the latest event time has been defined as the

latest time by which on event can be completed without affecting the project

total time.

ARROWS

These represent the sequence of activity an completion of which the entire

project can be completed.

CIRCLES NDS

The symbol by which each event is represented

REFERENCE CALENDER

After the network diagram has been known latest and earliest event time

determined critical path. Slep have to be taken to mark the olates an calender

for the completion of each activity

CONTROL AND SCHEDULING

The basic purpose of drawing and network diagram and its analysis is to

control. The ctivities strickly limited to time and sequence of events which has

been exution here is very likely hood of devation from the fixed day. Due to

circumstance beyond controll. They may also be due to unable dates and

actuals have to be analysed critically and sleps emendentaly taken to correct the

same that other linked event are not effected control network scheduling

involves the following steps Network plan must be prepared and explenced to

the person executing it.

Activity days should be explained to the person executing it explaining how

each activity as days has been fixed.

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Actual days involved in each activity should be compared with the network

activity days.

Cervective action must be restore the behaviour activity to the provide fined by

the not work analysis as otherwise a new network should be drawn if the earlier

analysis is considered unrealistic.

ADVANTAGES NETWORK PLANNING AND SCHEDULING

TECHNIQUE (CPM & PERT)

1. Painstaking of responsibilites :- These techniques help us to

responsbilities for carring out particulars activity within a project

2. future planning and estimating is made easier by comparing the actual

with estimated time.

3. Better allocation of resources with reference to time

4. Positive aim in breaking decisions and anticipating difficulties

5. Identify the activities in the project critical to completion of theprojection schedule

6. Measure the effect of delays on the project

7. Assist in correct repasting and effective control of total project time and

east.

PROJECT SCHEDULING

It is process for setting in sequential order various operations in a construction

project by collecting data an Visualising their importance in completion of the

project in such manner so that the whole worth should be done in an ordinary

and systematic way. The schedule should idicate the various features of project

this rale in the project and alloted time to each operation and progress of Work.

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In this project is divided into different operations All the operations are put in a

sequence after knowing their inter relationship. The suitable time for the

completion of project is predecided.

BAR CHART

It is a Graphical representation of various activities involved construction

Work. It list various activities involved in a construction work and the period of

time of construction work and the period of time of planning of each activity is

indicated by horizontal bar to lotted to a suitable scale. The bar chart has some

advantage as

1. Different operation to be involved and preformed

2. The period required to execution of each activity as operations upto data

following progress of each activity. It has following limitations

3. It does not show the sequence of operations required under one activity.

4. Complicated intesperdency cannot be shown5. The bars on the chart do not show the actual progress

6. Critical activities cannot be shown by bar chart

CRITICAL PATH METHOD (C.P.M.)

The Method of planning and scheduling based on network technique in whichtotal project time is determined by sequence of activities is known as critical

Path Method . the C.P.M. of project planning involves identification of specific

activities their duration and their interrelation ship.

There are two types of network used in

Activit

Boys Hostel Building Project Polytecnic1

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