STAAD G+5 BUILDING

ANALYSIS AND DESIGN ANALYSIS DESIG N OF RESIDENTIAL R.C BUILDING USING STAAD Pro A PROJECT REPORT ON JAWAHARLAL AHARLAL NEHRU TECHNOLOGICAL TECHNOLOGICAL UNIVERSITY A dissertation Submitted to the JAW KAKINADA in partial fulfillment of the requirement for the award of the degree

Of BACHELOR OF TECHNOLOGY IN CIVIL ENGINEERING SUBMITTED BY M.CHAITANYA NAVA KUMAR (09KP1A0131) S.VALESA S.VALESARA RA RAO(10KP!A0101) RAO(10KP! A0101) SK.RIYA"(10KP!A010#) SK.RAMEE"(10KP!A010$) SK. ABDUL MA%EED(10KP!A010!) Under the gud!n"e #$ Dr.K.CHANDRA Dr.K.CHANDRA MOULI B.E& M.E (STRUCT)& M.I.S.T.E& P'.D (%NTU) Pro**or+H.O.D Pro**or+ H.O.D OF CIVIL ENGINEERING

DEPARTMENT DEPARTMENT OF CIVIL ENGINEERING ENGI NEERING

NRI INSTITUTE OF TECHNOLOGY (A,,ro- / AICTE& A24 4o %NTU5KAKINADA) V*2 (P.O)& (P.O)& M6o78r8 (M)& GUNTUR5!$$#3 GUNTUR5!$$# 3 ANDHRA PRADESH DEPARTMENT DEPAR TMENT OF CIVIL ENGINEERING ENGI NEERING

NRI INSTITUTE OF TECHNOLOGY

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$013

CERTIFICATE ANALYSIS AND DESIGN OF This is to certify that the project entitled “ ANALYSIS RESIDENTIAL R.C BUILDING USING STAAD PRO PRO” ” has been carried out by the team under my guidance in partial fulllment for the award of the degr degree ee of Bachelor of Technology in Civil Engine Engineeri ering ng of Jaaharlal Nehr! Technolog"cal Un"#er$"%y& 'a("na)a during the academic year 202!20"#

BATCH M.CHAIANYA M.CH AIANYA NAVA NAVA KUMAR

09KP1A01 09KP 1A0131 31

S.VALESA S.VALESARA RA RAO

10KP!A0101

SK.RIYA"

10KP!A010#

SK.RAMEE"

10KP!A010$

SK. ABDUL MA%EED

10KP!A010! 10KP!A010 !

Projet oordinator

!ead of

department

E:4r72 E:;7r


Page 2

$013

CERTIFICATE ANALYSIS AND DESIGN OF This is to certify that the project entitled “ ANALYSIS RESIDENTIAL R.C BUILDING USING STAAD PRO PRO” ” has been carried out by the team under my guidance in partial fulllment for the award of the degr degree ee of Bachelor of Technology in Civil Engine Engineeri ering ng of Jaaharlal Nehr! Technolog"cal Un"#er$"%y& 'a("na)a during the academic year 202!20"#

BATCH M.CHAIANYA M.CH AIANYA NAVA NAVA KUMAR

09KP1A01 09KP 1A0131 31

S.VALESA S.VALESARA RA RAO

10KP!A0101

SK.RIYA"

10KP!A010#

SK.RAMEE"

10KP!A010$

SK. ABDUL MA%EED

10KP!A010! 10KP!A010 !

Projet oordinator

!ead of

department

E:4r72 E:;7r


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ACKNOWLEDGEDEMENT The projet entitled "Anal#sis $ %esign of Residential building& is the Cambered effort of our bath 'it is our dut# to bring forward eah $ e(er#one who is diretl# or indiretl# in relation with our projet $ b# whih we ha(e gained a struture) Prof Prof))

Dr.K.CHANDRA MOULI*

our !O% for his guidane $ his (aluable suggestions

whih helped us to arr# out this projet +e e,press our gratitude $ most than-s to prof)

Dr.K.CHANDRA MOULI for his (aluable

suggestions we than- all FACULTY MEMBERS for the help the# e,tended* in ompletion this projet) +e also also e,press our gratitude towards one $ all who ha(e helped us internall#)

.)C!A/TAN0A NA1A 23.AR S)1A4ES+ARA S)1A4ES+ARA RAO RA O S2)R/0A5 S2)RA.EE5 S2)A6%34 .AJEE%


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CONTENTS SUMMARY

NOTATIONS

ABSTRACT

C',4r 1< INTRODUCTION

7)7 About STAA% Pro

C',4r $ < SOFTARES

8)7 STAA%)PRO 8)8 STAA% 9O3N%AT/ON 8): A3TO CA% 8;;< C',4r 3 < MODEL GENERATION

:)7 SA/4ENT 9EAT3RES :)8 /SO.ETR/C 1/E+ C',4r # < PLAIN AND ELEVATION C',4r ! < LOADINGS C',4r = < ANALYSIS OF STRUCTURE FRAME C',4r > < DESIGNING OF BEAMS C',4r < DESIGNING OF COLUMNS C',4r 9 < DEIGN OF FOOTINGS C',4r 10 < REINFORCEMENT DETAILS OF FOUNDATION +COLUMNS C',4r11 < REINFORCEMENT DETAILS OF PLINTH BEAM C',4r1$
REFERENCES


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PROJECT TEA* This is to certify that the students whose names are mentioned below are studying in $#Tech nal year of Civil Engineering $ranch of NRI INSTITUTE OF TEC+NOLOGY # They have completed their project wor% entitled “ ANALYSIS AND DESIGN OF RESIDENTIAL R.C BUILDING USING STAAD PRO” under the guidance of

&r# 'r#(#C)*+',*

&-./ 1tructural Engineer3 in +, +TT.TE -4 TEC)+-/-567 8'*/*7 5.+T., during the period from 20!0!20" to 29!0"!20"#

BATCH<

.)C!A/TAN0ANA1A 23.AR

;=2P7A;7:7

S)1A4ES+ARA RAO

7;2P>A;7;7

S2)R/0A5

7;2P>A;7;?

S2)RA.EE5

7;2P>A;7;8

S2)A6%34 .AJEE%

7;2P>A;7;>


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SUMMARY The project comprises the development of plans7 elevations7 and sectional view of a ,esidential ,einforced Concrete building of ground :oor7 using *uto!cad 2009# tructural loads 15ravitational loads only37 'ead and /ive loads are only considered for the design of structure7 and the loads considered are as per ; 9<= > ?art! @ # The analysis and design of the building s%eletal fame is performed by using T**' ?ro 89i pac%age for factored 1/imit state of strength3 combination1s3# The structural displacements in vertical and horiAontal directions of the building are permitted to the limitations as per ; B= > 20007 for un! factored 1/imit state of serviceability3 combination1s3# tructural elements li%e lab1s3 and 4ooting1s3 are designed manually using &s EDcel# The reinforcement details are furnished according to the codal provisions and presented in this report#

NOTATIONS


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The following letter s#mbols shall ha(e the meaning indiated against eah) A

Area of onrete

Ag

@ross area of setion

AS

Area of steel in a olumn or in a singl# reinfored beam or slab

ASC

Area of ompression steel

AS1

Area of stirrups

6

6readth of beam or shorter %imensions of a retangular olumn

6r

Effeti(e width of flange in a

Tbeam

6w

6readth of web in a Tbeam

%

O(erall depth of beam or slab or %iameter of olumn or large %imension in a retangular Column or dimension of a Retangular olumn in the %iretion of bending

%f

Thi-ness of flange in a Tbeam

%

Effeti(e depth of a beam or slab

E

.odulus of elastiit# of onrete

Es

.odulus of elastiit# of steel

Emin

.inimum eentriit#

9-

Charateristi ompressi(e strength of onrete

9#

Charateristi #ield strength of steel


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4

4ength of olumn or span of

4e,

6eam Effeti(e length of a olumn* 6ending about ,,a,is

4e#

Effeti(e length of a olumn* bending about ##a,is

.

.a,imum moment under ser(ie 4oads

.u

%esign moment for limit state %esign Bfatored moment

.ulim

4imiting moment of resistane of a singl# reinfored retangular beam

.u,

%esign moment about ,,a,is

.u#

%esign moment about 00a,is

P

A,ial load

Pu

%esign a,ial load for limit state %esign Bfatored load

1

Shear fore

1u

Shear fore due to fatored loads

Tu

Torsional moment due to fatored loads

ABSTRACT


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The priniple objeti(e of this projet is to anal#De and design a multistor# building @F>G usi STAA% Pro) The design in(ol(es load alulations manuall# and anal#Ding the whole struture b# STAA% Pro) The design methods used in STAA% Pro anal#sis are 4imit State %esign onfirming to /ndian Standard Code of Pratie) STAA% Pro features a state of the art user interfae* (isualiDation tools* powerful anal#sis and design engines with ad(aned finite element and d#nami anal#sis apabilities) 9rom model generation* anal#sis and design to (isualiDation and design (erifiation* STAA% Pro is the professional hoie) /nitiall# we started with the 8 % frames and manuall# he-ed the aura# of the software with our results) The results pro(ed to be (er# aurate) STAA% Pro has a (er# interati(e user interfae whih allows the users to draw the frames and input the load (alues and dimensions) Then aording to speifi riteria assigned it anal#ses the struture and designs the members with reinforement details for RCC frames) +e ontinued with our wor- with some more multistoried 8 % and : % frames under (arious load ombinations) Our final wor- was the proper anal#sis and design of @F> :% R frame under (arious load ombinations) Compliated and high rise strutures need (er# time ta-ing and umbersome alulations using on(entional manual methods) STAA% Pro pro(ides us a fast* effiient* eas# to use and aurate platform for anal#Ding and designing strutures)


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CHAPTER51


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ABOUT STAAD PRO STAAD Pro is

a Strutural Anal#sis and design omputer program originall# de(eloped b#

Resear Researhh Engine Engineers ers /ntern /nternatio ational nal in 0orba 4inda* CA) CA) /n late 8;;>* Researh Engineer /nternational was bought b# 6entle# S#stems) S#stems) STAA% Pro allows strutural engineers to anal#De and design (irtuall# an# t#pe of struture through its fle,ible modelling en(ironment* ad(aned features and fluent data ollaboration) STA ST AA% Pro is one of the leading leading strut strutural ural anal#sis anal#sis and design design software software whih supports more than 7;; steel* onrete and timber design odes and has the largest worldwide user base) /t an ma-e use of (arious forms of anal#sis from the traditional 7st order stati anal#sis* 8nd order pdelta order pdelta anal#sis* geometri non linear anal#sis or a bu-ling a bu-ling anal#sis) /t an also ma-e use of (arious forms of d#nami anal#sis from modal e,tration to time histor# and response spetrum anal#sis) /n reent #ears it has beome part of integrated strutural anal#sis and design solutions mainl# using an e,posed AP/ alled Open STAA% to aess and dri(e the program using an 16 maro maro s#ste s#stem m inl inlud uded ed in the the appl appli iati ation on or othe otherr b# inl inlud udin ingg Open Open ST STA AA% funtionalit# in appliations that themsel(es inlude suitable programmable maro s#stems) Additionall# STAA% Pro is added diret lin-s to appliations suh as RA. Connetion and STAA% 9oundation to pro(ide engineers wor-ing with those appliations whih handle design post proessing not handled b# STAA% Pro itself) Another form of integration supported b# STAA% Pro is the anal#sis shema of the C/. steel /ntegration Standard* (ersion 8 ommonl# -nown as C/SH8 and used b# a number modelling and anal#sis appliations)


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CHAPTER $


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The softwareIs used in the building design are as follows 7) STAA% Pro1Ki 8) STAA% 9oundation ?); :) Auto CA% 8;7; ABOUT STAAD PRO< STAADPro is a S!"#"!a$ %&a$'sis a&( (esig& #)*+"e! +!)g!a*

)!igi&a$$' (e,e$)+e( -' Resea!#. E&gi&ee!s I&e!&ai)&a$ i& Y)!-a Li&(a/ C% I& $ae 2005/ Resea!#. E&gi&ee! I&e!&ai)&a$ as -)"g. -' e&$e' S'se*s STAAD Pro allows structural engineers to analyze an esign !irtually any ty"e o# structure t$roug$ its %e&i'le (oelling en!iron(ent) a!ance #eatures an %uent ata colla'oration*

ST%% P!) is )&e ) .e $ea(i&g s!"#"!a$ a&a$'sis a&( (esig& s)a!e .i#. s"++)!s *)!e .a& 100 see$/ #)&#!ee a&( i*-e! (esig& #)(es a&( .as .e $a!ges )!$(i(e "se! -ase I #a& *ae "se ) ,a!i)"s )!*s ) a&a$'sis !)* .e !a(ii)&a$ 1s )!(e! sai# a&a$'sis/ 2&( )!(e! +(e$a a&a$'sis/ ge)*e!i# &)& $i&ea! a&a$'sis )! a -"#$i&g a&a$'sis I #a& a$s) *ae "se ) ,a!i)"s )!*s ) ('&a*i# a&a$'sis !)* *)(a$ e!a#i)& ) i*e .is)!' a&( !es+)&se s+e#!"* a&a$'sis I& !e#e& 'ea!s i .as -e#)*e +a! ) i&eg!ae( s!"#"!a$ a&a$'sis a&( (esig& s)$"i)&s *ai&$' "si&g a& e+)se( %PI #a$$e( O+e&ST%% ) a##ess a&( (!i,e .e +!)g!a* "si&g a&  *a#!) s'se* i&#$"(e( i& .e a++$i#ai)& )! ).e! -' i&#$"(i&g O+e&ST%% "&#i)&a$i' i& a++$i#ai)&s .a

.e*se$,es

i&#$"(e

s"ia-$e

+!)g!a**a-$e

*a#!)

s'se*s

%((ii)&a$$' ST%%P!) is a((e( (i!e# $i&s ) a++$i#ai)&s s"#. as R% C)&&e#i)& a&( ST%%F)"&(ai)& ) +!),i(e e&gi&ee!s )!i&g i. .)se a++$i#ai)&s .i#. .a&($e (esig& +)s +!)#essi&g &) .a&($e( -' ST%%


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P!) ise$ %&).e! )!* ) i&eg!ai)& s"++)!e( -' ST%% P!) is .e a&a$'sis s#.e*a ) .e CIsee$ I&eg!ai)& Sa&(a!(/ ,e!si)& 2 #)**)&$' &)& as CIS:2 a&( "se( -' a &"*-e! *)(e$$i&g a&( a&a$'sis a++$i#ai)&s

S4 o874o7< Staad foundation is a powerful tool used to alulate different t#pes of foundations) /t is also liensed b# 6entle# softwareIs) All 6entle# softwareIs ost about 7; la-hs and so all engineers anIt use it due to hea(# ost) Anal#sis and design arried in Staad and post proessing in staad gi(es the load at (arious supports) These supports are to be imported into these software to alulate the footing details i)e)* regarding the geometr# and reinforement details) This software an deal different t#pes of foundations Shallow B%L6 7) /solated BSpread 9ooting 8)Combined BStrip 9ooting :).at BRaft 9oundation %eep B%M6 7)Pile Cap 8) %riller Pier

A84oCAD< AutoCA% is powerful software liensed b# auto des-) The word auto ame from auto des- ompan# and ad stands for omputer aided design) AutoCA% is used for drawing different la#outs* details* plans* ele(ations* setions and different setions an be shown in auto ad) /t is (er# useful software for i(il* mehanial and also eletrial engineer) The importane of this software ma-es e(er# engineer a ompulsion to learn this softwareIs) +e used AutoCA% for drawing the plan* ele(ation of a residential building) +e also used AutoCA% to show the reinforement details and design details of a stair ase) AutoCA% is a (er# eas# software to learn and muh user friendl# for an#one to handle and an be learn qui-l# 4earning of ertain ommands is required to draw in AutoCA%)


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Page 15


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CHAPTER 3 PLAN PLAN AND ELE ELEV VATION


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PLAN

The auto ad plotting no)7 represents the plan of a gF7; building) The plan learl#

shows that it is a ombination of fi(e apartments) +e an obser(e there is a ombination between eah and e(er# apartments) The plan shows the details of dimensions of eah and e(er# room and the t#pe of room and orientation orientation of the different different rooms li-e bed room* bathroom* bathroom* -ithen* -ithen* hall et)) All the fi(e apartments ha(e similar room arrangement) The plan also gi(es the details of loation of stair ases in different blo-s) +e ha(e 8 stair ases for eah blo-

ELEVATION<

The below figure represents the enter line diagram of our building in staad pro) Eah

support represents the loation of different olumns in the struture) This struture is used in generating the entire struture using a tool alled transitional repeat and lin- steps) After using the tool the struture that is reated an be anal#Ded in staad pro under (arious loading ases) 6elow figure represents the s-eletal struture of the building whih is used to arr# out the anal#sis of our building) building) All the loadings are ated on this s-eletal struture struture to arr# out the anal#sis of our building) This is not the atual struture but just represents the outline of the building in staad pro) A mesh is automatiall# reated for the anal#sis of these building)


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PLAN OF THE STRUCTURE


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ELEVATION<

, + -

Load 1

CHAPTER #


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LOADINGS

DEAD LOAD<

%ead loads onsist of the permanent onstrution material loads ompressing the roof*

floor* wall* and foundation s#stems* inluding laddings* finishes and fi,ed equipment) %ead load is the total load of all of the omponents of the omponents of the building that generall#


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do not hange o(er time* suh as the steel olumns* onrete floors* bri-s* roofing material et) /n staad pro assignment of dead load is automatiall# done b# gi(ing the propert# of the member) /n load ase we ha(e option alled self weight whih automatiall# alulates weights using the properties of material i)e)* densit# and after assignment of dead load the s-eletal struture loo-s red in olor as shown in the figure)

, + -

Load 3

L- Lo*<

4i(e loads are produed b# the use and oupan# of a building) 4oads inlude those

from human oupants* furnishings* no fi,ed equipment* storage* and onstrution and maintenane ati(ities) As required to adequatel# define the loading ondition* loads are presented in terms of uniform area loads* onentrated loads* and uniform line loads) The uniform and onentrated li(e loads should not be applied simultaneousl# n a strutural e(aluation) Conentrated loads should be applied to a small area or surfae onsistent with the appliation and should b e loated or direted to gi(e the ma,imum load effet possible in enduse onditions) 9or e,ample) The stair load of :;; pounds should be applied to the enter of the stair tread between supports) /n staad we assign li(e load in terms of 3)%)4 )we has to reate a load ase for li(e load and selet all the beams to arr# suh load) After the assignment of the li(e load the struture appears as shown below)


Page 22

, + -

Load 4

7 2o*<

/n the list of loads we an see wind load is present both in (ertial and horiDontal

loads) This is beause wind load auses uplift of the roof b# reating a negati(eBsution pressure on the top of the roof Assignment of wind speed is quite different ompared to remaining loads) +e ha(e to define a load ase prior to assignment) After designing wind load an be assigned in two wa#s 7) Colleting the standard (alues of load intensities for partiular heights and assigning of the loads for respeti(e height) 8) Calulation of wind load as per

IS >! ,r4 3.

+e designed our struture using seond

method whih in(ol(es the alulation of wind load using wind speed) /n 1ija#awada we ha(e a wind speed of >; -mph for 7; m height and this (alue is used in alulation) After the assignment of wind load the struture loo-s as shown in figure


Page 23

B*?

*,<

@7

, + -

Load 5

@i(es basi wind speed of /ndia* as appliable to 7m height abo(e means ground le(el for different Dones of the ountr#) 6asi wind speed is based on pea- just (eloit# a(eraged o(er a short time inter(al of about : seonds and orresponds to mean heights abo(e ground le(el in an open terrain) The wind speed for some important itiesHtowns is gi(en table below) D*7 @7 *,<

The basi wind speed B1b for an# site shall be obtained the following effets to get design wind (eloit# at an# height B1D for the hosen struture) a Ris- le(el b Terrain roughness* height and siDe of the struture and  4oal topograph# /t an be mathematiall# e,pressed as follows 1s)1b 27 28 2: +here* 1D design wind speed at an# height 5 in mHs 27 probabilit# fator Bris- oeffiient 28terrain height and struture siDe fator and 2:topograph# fator Lo ?o;/74o7*<


Page 24

All the load ases are tested b# ta-ing load fators and anal#Ding the building in different load ombination as per IS#!= and anal#Ded the building for all the load ombinations and results are ta-en and ma,imum load ombination is seleted for the design 4oad fators as per IS#!=5$000 L- 2o

7)8 7)8

 2o

@7 2o

7)> 7)8

0

7)8

CHAPTER5!


Page 25

STATEMENT OF THE PRO%ECT< SAILENT FEATURES<

7) 3tilit# of 6uilding No) Of 9loors 8) Shape of 6uilding :) T#pe of Constrution T#pe of +alls

 Residential  @F> floors  Retangular  R)C)C framed struture  6ri- walls 77> and 8:;mm thi-

?) @eometri details 4ength of the building +idth of the building 9loor height 9ounding depth >) .aterials Conrete Steel grade

 .8; 9e?7>

<) Code 6oo-

 /S ?><8;;;


 8;)K8 m  :K)KK m  :);m  8)> m B9rom N)@)4

Page 26

ISOMETRIC VIE OF BUILDING

, + -


Load 5

Page 27

MATERIAL PROPERTIES<

.aterial

Conrete* .8;

Reinforing Steel

Propert#

1alue

3nits

Remar-s

%ensit# Charateristi

8>

-NH m:

/S  K> Part  7

8;

NH mm8

/S ?>< 8;;;

8;;;;

NH mm 8

/S?>< 8;;;

K)>

-NH m:

/S  K> Part  7

?7>

NH mm8

/SK;;  8;;

8;;;;;

NH mm 8

/SK;;  8;;

Strength .odulus of Elastiit# %ensit# Charateristi Strength .odulus of Elastiit#

CALCULATION OF LOADS<

D 7 2- 2o* 4 ,274' 2-2 (0.00)

%ead load of bri- wall B8:; mm thi-

;)8:8)8; 78)>-NHm

%ead load of bri- wall B77> mm thi-

;)77>8)8; <)> -NHm

D 7 2- 2o* 4 F2oor 2-2<

%ead load of slab B78> mm assuming

;)78>8> =:)78>


-NHm8

Page 28

9loor finishes

7-NHm8

Total floor load

 :)78>F7 ?)78> -NHm8

4i(e load BOn floor* aessible

8 -NHm8

D 7 2- 2o* 4 Roor 2-2<

%ead load of bri- wall B8:; mm thi- BParapet wall %ead load of slab B78> mm assuming

;)8:;)?>8; 8); -NHm ;)78>8> :)78> -NHm8

+ater proofing

:-NHm8

Total floor load

 :)78>F: <)78> -NHm8

4i(e load BOn floor* aessible

7)>-NHm8

3D RENDERING<


Page 29


Page 30

STAAD INPUT <5 STAA% SPACE START JO6 /N9OR.AT/ON EN@/NEER %ATE ;7Apr7> EN% JO6 /N9OR.AT/ON /NP3T +/%T! = 3N/T .ETER 2N JO/NT COOR%/NATES 7 ; ; ;Q 8 ?)K ; ;Q : 7;)=< ; ;Q ? ; ; :):>Q > ?)K ; :):>Q < 7;)=< ; :):>Q  ; ; )<7Q K ?)K ; )<7Q = <):= ; )<7Q 7; K)87 ; )<7Q 77 7;)=> ; )<7Q 78 <):= ; >)?KQ 7: K)87 ; >)?KQ 7? ?)K ; >)?KQ 7> 7;)=< ; <):=Q 7< K)87 ; <):=Q 7 K)87 ; :):>Q 7K ; ; K)K7Q 7= 7;)=> ; K)K7Q 8; ?)K ; K)K7Q 87 7;)=< ; K)K7Q 88 7;)=< ; 78)7 ; ; 7<)?8Q 8< ?)K ; 7<)?8Q 8 ?)K ; 7?)8=Q 8K <):= ; 7?)8=Q 8= K)87 ; 7?)8=Q :; K)87 ; 7>)8Q :7 <):= ; 7<)?8Q :8 K)87 ; 7<)?8Q :: 7;)=< ; 7>)8Q :? 7;)=> ; 7<)?8Q :> K)87 ; 78)7Q ?; 7:)=< ; :):>Q ?7 7K)K: ; :):>Q ?8 7:)=< ; )<7Q ?: 7K)K: ; )<7Q ?? 7K)K: ; >)?KQ ?> 8;):> ; >)?KQ ?< 88)7 ; >)?KQ ? 88)7 ; <):=Q ?K 8;):> ; )<7Q ?= 88)7 ; )<7Q >; 8?)=8 ; <):=Q >7 8?)=7 ; )<7Q >8 88)7 ; :):>Q >: :K)KK ; ;Q >? :?);7 ; ;Q >< :K)KK ; :):>Q > :?);7 ; :):>Q >K 8)=8 ; :):>Q >= :K)KK ; )<7Q <; :?);7 ; )<7Q <7 :8)?= ; )<7Q <8 :;)< ; )<7Q <: 8)=: ; )<7Q )?KQ <> :;)< ; >)?KQ << :?);7 ; >)?KQ < 8)=8 ; <):=Q Q ; :K)KK ; K)K7Q 7 8)=: ; K)K7Q 8 :?);7 ; K)K7Q : 8)=8 ; K)K7Q ? 8)=8 ; 78)7 :K)KK ; 78)7)8Q K: :8)?= ; 7<)?8Q K? :;)< ; 7<)?8Q


Page 31

K> 8)=8 ; 7>)8Q K< 8)=: ; 7<)?8Q K :;)< ; 78)7 88)?? ; 7)8Q =< 7<)?? ; ?)?Q = 88)?? ; ?)?Q =K 7)?? ; 7)8Q == 87)?? ; 7)8Q 7;; 7=)?? ; 7)8Q 7;7 7)?? ; :)8Q 7;8 87)?? ; :)8Q 7;: 7=)?? ; :)8Q 7;? 7<)?? ; 7<)?8Q 7;> 88)?? ; 7<)?8Q 7;K 7)?? ; 7:)88Q 7;= 87)?? ; 7:)88Q 777 7)?? ; 7>)88Q 778 87)?? ; 7>)88Q 77: 7=)?? ; 7>)88Q 77? 7=)?? ; 7:)88Q 77< 7<)?? ; 7:)88Q 77 88)?? ; 7:)88Q 77K 7<)?? ; ;Q 77= 88)?? ; ;Q 78; ; 8 ;Q 787 ?)K 8 ;Q 788 7;)=< 8 ;Q 78: ; 8 :):>Q 78? ?)K 8 :):>Q 78> 7;)=< 8 :):>Q 78< ; 8 )<7Q 78 ?)K 8 )<7Q 78K 7;)=> 8 )<7Q 78= ; 8 K)K7Q 7:; 7;)=> 8 K)K7Q 7:7 ?)K 8 K)K7Q 7:8 7;)=< 8 K)K7Q 7:: 7;)=< 8 78)7 ?)K 8 78)7 8 7<)?8Q 7:= 7:)=< 8 ;Q 7?; 7K)K: 8 ;Q 7?7 8?)=8 8 ;Q 7?8 8?)=8 8 :):>Q 7?: 7:)=< 8 :):>Q 7?? 7K)K: 8 :):>Q 7?> 7:)=< 8 )<7Q 7?< 7K)K: 8 )<7Q 7? 8?)=7 8 )<7Q 7?K :K)KK 8 ;Q 7?= :?);7 8 ;Q 7>; :K)KK 8 :):>Q 7>7 :?);7 8 :):>Q 7>8 8)=8 8 :):>Q 7>: :K)KK 8 )<7Q 7>? :?);7 8 )<7Q 7>> 8)=: 8 )<7Q 7>< :K)KK 8 K)K7Q 7> 8)=: 8 K)K7Q 7>K :?);7 8 K)K7Q 7>= 8)=8 8 K)K7Q 7<; 8)=8 8 78)7 8)=: 8 7<)?8Q 7<< 8)=8 8 ;Q 7< 7<)?? 8 7)8Q 7 87)?? 8 :)8Q 7< 7=)?? 8 :)8Q 7 7<)?? 8 7<)?8Q 7K 88)?? 8 7<)?8Q 7= 7)?? 8 7:)88Q 7K; 87)?? 8 7:)88Q 7K7 7)?? 8 7>)88Q 7K8 87)?? 8 7>)88Q 7K: 7=)?? 8 7>)88Q 7K? 7=)?? 8 7:)88Q 7K> 7<)?? 8 7:)88Q 7K< 88)?? 8 7:)88Q 7K ; : ;Q 7KK ?)K : ;Q 7K= 7;)=< : ;Q 7=; ; : :):>Q 7=7 ?)K : :):>Q 7=8 7;)=< : :):>Q 7=: ; : )<7Q 7=? ?)K : )<7Q 7=> 7;)=> : )<7Q 7=< ; : K)K7Q 7= 7;)=> : K)K7Q 7=K ?)K : K)K7Q 7== 7;)=< : K)K7Q 8;; 7;)=< : 78)7

Page 32

8;? ?)K : 7<)?8Q 8;> 7;)=> : 7<)?8Q 8;< 7:)=< : ;Q 8; 7K)K: : ;Q 8;K 8?)=8 : ;Q 8;= 8?)=8 : :):>Q 87; 7:)=< : :):>Q 877 7K)K: : :):>Q 878 7:)=< : )<7Q 87: 7K)K: : )<7Q 87? 8?)=7 : )<7Q 87> :K)KK : ;Q 87< :?);7 : ;Q 87 :K)KK : :):>Q 87K :?);7 : :):>Q 87= 8)=8 : :):>Q 88; :K)KK : )<7Q 887 :?);7 : )<7Q 888 8)=: : )<7Q 88: :K)KK : K)K7Q 88? 8)=: : K)K7Q 88> :?);7 : K)K7Q 88< 8)=8 : K)K7Q 88 8)=8 : 78)7 88)?? : 7)8Q 8:< 7<)?? : ?)?Q 8: 88)?? : ?)?Q 8:K 7)?? : 7)8Q 8:= 87)?? : 7)8Q 8?; 7=)?? : 7)8Q 8?7 7)?? : :)8Q 8?8 87)?? : :)8Q 8?: 7=)?? : :)8Q 8?? 7<)?? : 7<)?8Q 8?> 88)?? : 7<)?8Q 8?< 7)?? : 7:)88Q 8? 87)?? : 7:)88Q 8?K 7)?? : 7>)88Q 8?= 87)?? : 7>)88Q 8>; 7=)?? : 7>)88Q 8>7 7=)?? : 7:)88Q 8>8 7<)?? : 7:)88Q 8>: 88)?? : 7:)88Q 8>? ; < ;Q 8>> ?)K < ;Q 8>< 7;)=< < ;Q 8> ; < :):>Q 8>K ?)K < :):>Q 8>= 7;)=< < :):>Q 8<; ; < )<7Q 8<7 ?)K < )<7Q 8<8 7;)=> < )<7Q 8<: ; < K)K7Q 8 < K)K7Q 8<> ?)K < K)K7Q 8<< 7;)=< < K)K7Q 8< 7;)=< < 78)7 < 7<)?8Q 8: 7:)=< < ;Q 8? 7K)K: < ;Q 8> 8?)=8 < ;Q 8< 8?)=8 < :):>Q 8 7:)=< < :):>Q 8K 7K)K: < :):>Q 8= 7:)=< < )<7Q 8K; 7K)K: < )<7Q 8K7 8?)=7 < )<7Q 8K8 :K)KK < ;Q 8K: :?);7 < ;Q 8K? :K)KK < :):>Q 8K> :?);7 < :):>Q 8K< 8)=8 < :):>Q 8K :K)KK < )<7Q 8KK :?);7 < )<7Q 8K= 8)=: < )<7Q 8=; :K)KK < K)K7Q 8=7 8)=: < K)K7Q 8=8 :?);7 < K)K7Q 8=: 8)=8 < K)K7Q 8=? 8)=8 < 78)7 :K)KK < 78)7 7)?? < 7)8Q :;< 87)?? < 7)8Q :; 7=)?? < 7)8Q :;K 7)?? < :)8Q :;= 87)?? < :)8Q :7; 7=)?? < :)8Q :77 7<)?? < 7<)?8Q :78 88)?? < 7<)?8Q :7: 7)?? < 7:)88Q


Page 33

:7? 87)?? < 7:)88Q :7> 7)?? < 7>)88Q :7< 87)?? < 7>)88Q :7 7=)?? < 7>)88Q :7K 7=)?? < 7:)88Q :7= 7<)?? < 7:)88Q :8; 88)?? < 7:)88Q :87 ; = ;Q :88 ?)K = ;Q :8: 7;)=< = ;Q :8? ; = :):>Q :8> ?)K = :):>Q :8< 7;)=< = :):>Q :8 ; = )<7Q :8K ?)K = )<7Q :8= 7;)=> = )<7Q ::; ; = K)K7Q ::7 7;)=> = K)K7Q ::8 ?)K = K)K7Q ::: 7;)=< = K)K7Q ::? 7;)=< = 78)7 ; = 78)7 = 7<)?8Q :?; 7:)=< = ;Q :?7 7K)K: = ;Q :?8 8?)=8 = ;Q :?: 8?)=8 = :):>Q :?? 7:)=< = :):>Q :?> 7K)K: = :):>Q :?< 7:)=< = )<7Q :? 7K)K: = )<7Q :?K 8?)=7 = )<7Q :?= :K)KK = ;Q :>; :?);7 = ;Q :>7 :K)KK = :):>Q :>8 :?);7 = :):>Q :>: 8)=8 = :):>Q :>? :K)KK = )<7Q :>> :?);7 = )<7Q :>< 8)=: = )<7Q :> :K)KK = K)K7Q :>K 8)=: = K)K7Q :>= :?);7 = K)K7Q :<; 8)=8 = K)K7Q :<7 8)=8 = 78)7 :?);7 = 7<)?8Q :<< 8)=: = 7<)?8Q :< 8)=8 = ;Q : 7)?? = :)8Q :< 87)?? = :)8Q : 7=)?? = :)8Q :K 7<)?? = 7<)?8Q := 88)?? = 7<)?8Q :K; 7)?? = 7:)88Q :K7 87)?? = 7:)88Q :K8 7)?? = 7>)88Q :K: 87)?? = 7>)88Q :K? 7=)?? = 7>)88Q :K> 7=)?? = 7:)88Q :K< 7<)?? = 7:)88Q :K 88)?? = 7:)88Q :KK ; 78 ;Q :K= ?)K 78 ;Q :=; 7;)=< 78 ;Q :=7 ; 78 :):>Q :=8 ?)K 78 :):>Q :=: 7;)=< 78 :):>Q :=? ; 78 )<7Q :=> ?)K 78 )<7Q :=< 7;)=> 78 )<7Q := ; 78 K)K7Q :=K 7;)=> 78 K)K7Q :== ?)K 78 K)K7Q ?;; 7;)=< 78 K)K7Q ?;7 7;)=< 78 78)7 ?)K 78 7<)?8Q ?;< 7;)=> 78 7<)?8Q ?; 7:)=< 78 ;Q ?;K 7K)K: 78 ;Q ?;= 8?)=8 78 ;Q ?7; 8?)=8 78 :):>Q ?77 7:)=< 78 :):>Q ?78 7K)K: 78 :):>Q ?7: 7:)=< 78 )<7Q ?7? 7K)K: 78 )<7Q ?7> 8?)=7 78 )<7Q ?7< :K)KK 78 ;Q ?7 :?);7 78 ;Q ?7K :K)KK 78 :):>Q ?7= :?);7 78 :):>Q ?8; 8)=8 78 :):>Q ?87 :K)KK 78 )<7Q ?88 :?);7 78 )<7Q ?8: 8)=: 78 )<7Q


Page 34

?8? :K)KK 78 K)K7Q ?8> 8)=: 78 K)K7Q ?8< :?);7 78 K)K7Q ?8 8)=8 78 K)K7Q ?8K 8)=8 78 78)7 7<)?? 78 7)8Q ?:< 88)?? 78 7)8Q ?: 7<)?? 78 ?)?Q ?:K 88)?? 78 ?)?Q ?:= 7)?? 78 7)8Q ??; 87)?? 78 7)8Q ??7 7=)?? 78 7)8Q ??8 7)?? 78 :)8Q ??: 87)?? 78 :)8Q ??? 7=)?? 78 :)8Q ??> 7<)?? 78 7<)?8Q ??< 88)?? 78 7<)?8Q ?? 7)?? 78 7:)88Q ??K 87)?? 78 7:)88Q ??= 7)?? 78 7>)88Q ?>; 87)?? 78 7>)88Q ?>7 7=)?? 78 7>)88Q ?>8 7=)?? 78 7:)88Q ?>: 7<)?? 78 7:)88Q ?>? 88)?? 78 7:)88Q ?>> ; 7> ;Q ?>< ?)K 7> ;Q ?> 7;)=< 7> ;Q ?>K ; 7> :):>Q ?>= ?)K 7> :):>Q ?<; 7;)=< 7> :):>Q ?<7 ; 7> )<7Q ?<8 ?)K 7> )<7Q ?<: 7;)=> 7> )<7Q ? K)K7Q ?<> 7;)=> 7> K)K7Q ?<< ?)K 7> K)K7Q ?< 7;)=< 7> K)K7Q ? 78)7 78)7 78)7 7<)?8Q ?8 ?)K 7> 7<)?8Q ?: 7;)=> 7> 7<)?8Q ?? 7:)=< 7> ;Q ?> 7K)K: 7> ;Q ?< 8?)=8 7> ;Q ? 8?)=8 7> :):>Q ?K 7:)=< 7> :):>Q ?= 7K)K: 7> :):>Q ?K; 7:)=< 7> )<7Q ?K7 7K)K: 7> )<7Q ?K8 8?)=7 7> )<7Q ?K: :K)KK 7> ;Q ?K? :?);7 7> ;Q ?K> :K)KK 7> :):>Q ?K< :?);7 7> :):>Q ?K 8)=8 7> :):>Q ?KK :K)KK 7> )<7Q ?K= :?);7 7> )<7Q ?=; 8)=: 7> )<7Q ?=7 :K)KK 7> K)K7Q ?=8 8)=: 7> K)K7Q ?=: :?);7 7> K)K7Q ?=? 8)=8 7> K)K7Q ?=> 8)=8 7> 78)7 78)7 78)7 7<)?8Q ?== :?);7 7> 7<)?8Q >;; 8)=: 7> 7<)?8Q >;7 8)=8 7> ;Q >;8 7<)?? 7> 7)8Q >;: 88)?? 7> 7)8Q >;? 7<)?? 7> ?)?Q >;> 88)?? 7> ?)?Q >;< 7)?? 7> 7)8Q >; 87)?? 7> 7)8Q >;K 7=)?? 7> 7)8Q >;= 7)?? 7> :)8Q >7; 87)?? 7> :)8Q >77 7=)?? 7> :)8Q >78 7<)?? 7> 7<)?8Q >7: 88)?? 7> 7<)?8Q >7? 7)?? 7> 7:)88Q >7> 87)?? 7> 7:)88Q >7< 7)?? 7> 7>)88Q >7 87)?? 7> 7>)88Q >7K 7=)?? 7> 7>)88Q >7= 7=)?? 7> 7:)88Q >8; 7<)?? 7> 7:)88Q >87 88)?? 7> 7:)88Q >88 <):= : )<7Q >8: K)87 : )<7Q >8? <):= : >)?KQ >8> K)87 : >)?KQ >8< ?)K : >)?KQ >8 7;)=< : <):=Q >8K K)87 : <):=Q >8= K)87 : :):>Q >:; ?)K : 7?)8=Q >:7 <):= : 7?)8=Q


Page 35

>:8 K)87 : 7?)8=Q >:: K)87 : 7>)8Q >:? <):= : 7<)?8Q >:> K)87 : 7<)?8Q >:< 7;)=< : 7>)8Q >: K)87 : 78)7:K 7K)K: : >)?KQ >:= 8;):> : >)?KQ >?; 88)7 : >)?KQ >?7 88)7 : <):=Q >?8 8;):> : )<7Q >?: 88)7 : )<7Q >?? 8?)=8 : <):=Q >?> 88)7 : :):>Q >?< :8)?= : )<7Q >? :;)< : )<7Q >?K :8)?= : >)?KQ >?= :;)< : >)?KQ >>; :?);7 : >)?KQ >>7 8)=8 : <):=Q >>8 :;)< : <):=Q >>: :;)< : :):>Q >>? :?);7 : 7?)8=Q >>> :8)?= : 7?)8=Q >>< :;)< : 7?)8=Q >> :;)< : 7>)8Q >>K :8)?= : 7<)?8Q >>= :;)< : 7<)?8Q ><; 8)=8 : 7>)8Q ><7 :;)< : 78)7<8 7<)?? : ;Q ><: 88)?? : ;Q ><> K)87 < )<7Q ><< <):= < >)?KQ >< K)87 < >)?KQ >)?KQ ><= 7;)=< < <):=Q >; K)87 < <):=Q >7 K)87 < :):>Q >8 ?)K < 7?)8=Q >: <):= < 7?)8=Q >? K)87 < 7?)8=Q >> K)87 < 7>)8Q >< <):= < 7<)?8Q > K)87 < 7<)?8Q >K 7;)=< < 7>)8Q >= K)87 < 78)7K; 7K)K: < >)?KQ >K7 8;):> < >)?KQ >K8 88)7 < >)?KQ >K: 88)7 < <):=Q >K? 8;):> < )<7Q >K> 88)7 < )<7Q >K< 8?)=8 < <):=Q >K 88)7 < :):>Q >KK :8)?= < )<7Q >K= :;)< < )<7Q >=; :8)?= < >)?KQ >=7 :;)< < >)?KQ >=8 :?);7 < >)?KQ >=: 8)=8 < <):=Q >=? :;)< < <):=Q >=> :;)< < :):>Q >=< :?);7 < 7?)8=Q >= :8)?= < 7?)8=Q >=K :;)< < 7?)8=Q >== :;)< < 7>)8Q <;; :8)?= < 7<)?8Q <;7 :;)< < 7<)?8Q <;8 8)=8 < 7>)8Q <;: :;)< < 78)7 88)?? < ;Q <;< <):= = )<7Q <; K)87 = )<7Q <;K <):= = >)?KQ <;= K)87 = >)?KQ <7; ?)K = >)?KQ <77 7;)=< = <):=Q <78 K)87 = <):=Q <7: K)87 = :):>Q <7? ?)K = 7?)8=Q <7> <):= = 7?)8=Q <7< K)87 = 7?)8=Q <7 K)87 = 7>)8Q <7K <):= = 7<)?8Q <7= K)87 = 7<)?8Q


Page 36

CHAPTER5= ANALYSIS OF STRUCTURAL FRAME


Page 37

169 96 236 303 370 437 504

120 1 187 254 321 388 455

121 2 188 255 322 389 456

123 4 190 257 324 391 458

124 5 191 258 325 392 459

17 529 571 613 655 697

14 650 526 568 610 652 694 12 524 566 608 692

13 525 567 609 651 693

126 7 193 260 327 394 461

127 690 8 194 261 328 395 462 9 522 564 606 648

129 18 196 263 330 397 464

131 20 198 265 332 399 466

134 23 201 268 335 402 469

135 24 202 269 336 403 470

27 699 530 572 614 656 698 28 531 573 615 657

, + -

136 25 203 270 337 404 471

137 660 26 204 271 338 405 472 31 534 576 618 702

122 3 189 256 323 390 457

139 36 206 273 340 407 474

125 6 192 259 326 393 460

143 40 210 277 344 411 478

16 528 570 612 654 696

15 527 569 611 653 695

10 523 565 607 649 691

128 11 195 262 329 396 463

35 537 579 621 663 705

170 97 237 304 371 438 505

174 101 241 308 375 442 509

1 44 103 243 310 377 4 511 76

102 242 309 376 510 17 3 44 5

167506 94 234 301 368 435 502 171 98 238 305 372 439

173 100 240 307 374 441 508

172503 99 239 306 373 440 507 168 95 235 302 369 436

118 562 604 646 730 688

145 42 212 346 413 480 279

140 37 207 274 341 408 475

119 563 605 647 689 731

144 41 211 278 345 412 479

52 545 587 629 671 713

44 707 538 580 622 664 706 45 539 581 623 665

46 540 582 624 666 708

146 710 43 213 280 347 414 481 48 542 584 626 668

141 38 208 275 342 409 476

166 91 233 300 367 434 501

142 39 209 276 343 410 477

152 58 219 286 353 420 487

65 549 591 633 675 717

64 718 548 590 632 674 716 66 550 592 634 676

49 543 585 627 669 711

147 51 214 348 415 281 482

155 222 356 423 490 63 289

62 547 589 631 673 715

185514 116 252 319 386 453 520 179 108 246 313 380 447

184 114 251 318 385 452 519

180521 109 247 314 381 448 515 186 117 253 320 387 454

181 111 248 315 382 449 516

183 113 250 317 384 451 518

182 112 249 316 383 450 517

29 532 574 616 658 700

177 104 244 311 378 445 512

150 56 217 284 351 418 485

68 552 594 636 678 720

160 74 294 361 428 495 227

138 34 205 272 339 406 473

151 218 285 352 419 486 57

67 551 593 635 677 719

133 22 200 267 334 401 468

32 535 577 619 661 703

69 553 595 637 679 721

50 544 628 670 712 586

159 73 226 293 360 427 494 157 71 224 291 358 425 492

33 536 578 620 662 704

148 53 215 282 349 416 483

47 541 583 625 667 709

264 331 400 465 130 132 21 19 197 199 266 333 398 467

30 533 575 617 659 701

149 54 216 283 350 417 484

178 105 245 312 379 446 513

546 588 630 672 714 61 489 154 60 221 288 355 422

153 59 220 354 421 488 287

158 72 225 292 359 426 493

156 70 223 290 357 424 491

87 561 603 687 729 645

162 76 229 296 363 430 497

161 75 228 295 362 429 496

81 556 598 640 682 724

80 722 555 597 639 681 723 79 554 596 638 680

85 560 602 644 686 728

82 557 599 641 683 725

165 86 232 299 366 433 500

84 559 601 643 685 727

Load 5 83 499 558 600 642 684 726 164 78 231 298 365 432

163 77 230 297 364 431 498

DEFLECTION DIAGRAM OF FRAMES


Page 38

SHA

, + -

Load 5 : Shear Y : Displacement

ER FORCE DIAGRAM OF FRAMES


Page 39

BENDING MOMENT DIAGRAM OF HOLE STRUCTURE


Page 40


Page 41


Page 42


Page 43


Page 44


Page 45

, + -


Load 5

Page 46


Page 47


Page 48


Page 49

,

+ -

Load 5 : Axial Force

U7?4or S8,,or4 R?4o7* S8;;r :

H)!i;)& a$ N)(e

L:C

a F

8 L 38 LL
i& F

3
a F'

7 L 31 LL

i& F'

3
a F;

7 L 31 LL

F N 69155 3254

e!i#a$ F' N 29333 7  12647 8

H)!i;)& a$ F; N 30046

)*e&   N* 40642

2746

3751

7382

537

3254

11149 91  12647 8

2746

3751

5199

11149 91

7382

537

5199


' N* 141 5  053 6  010 2  053 6  010 2

; N*  9480 1 4617 1 4347 4617 1 4347

Page 50

i& F;

8 L 36 LL
a  i& 

7 L 31 LL 8 L 36 LL
a '

8 L 223 LL
i& '

8 L 222 LL
a ;

3
i& ;

8 L 37 LL
43811 5199 43811 31249

34682 6 11149 91 34682 6 53139

3254

35002 9  12647 8

54956

58886 1

5974


30952

41417

5088

537

217  010 2

7382 30952

41417

217

5088  5241 6  1082 2

3751

316 2  238 6  053 6

30621

260 3

1818

26293

20666

28247

2746 2141

4347

4617 1  9589 1

Page 51

S8,,or4 N8;/r*


Page 52

148 149

169

174

176

170 175

173 167171 140

139

151

166

153 156

141

172168

152

154 158

142 144

122

147

155 159 157

143

120

145

124

128 132 130

123 127 131 126 129

184

162 163

180186

164 165

182 178 185179 183 181 177

133 135

161

160

146

125

121

150

138

134 137 ,

136

+ -

Load 5

DEFLECTION CHECK D2?4o7 S8;;r o 'o2 S4r8?48r H)!i;)& e!i# a$ a$ N)(e a =

L:C 3
i& =

8 L 396 LL
i& Y

4
a >

8 L 398 LL
i& > a !=

3
a Y

= **

Y **

H)!i;)& a$ > **

Res"$a &

R)ai)& a$

!Y ** != !a( !a( 000 1891 0 1  000 48071 0002 2  000 9119 0 2

18904

0401

0236

37355

7008

29434

9108

0382

0216

0489

9194

6403

11214

0003

37326

5622

39881

54912

0001

8658 13864

0186 6804

2082 9346

8907 18052

0 0004


0  000 3  000 1  000

Page 53

1 i& != a !Y

7 L 388 LL 8 L 342 LL
0022

3369

6065

6938

0001

1093

1842

27344

29505

0001

i& !Y

8 L 341 LL
10952

0909

29426

31411

0001

a !> i& !>

8 L 244 LL
12391

1866

1389

18707

0002

0487

8922

5877

10694

0003

a Rs

8 L 398 LL
37326

5622

39881

54912

0001

0 000 3  000 5  000 1 0  000 3

4ateral defletion de(eloped in the struture  7K)=;? mm Permissible limit

 !H>;;  8;>;;H>;;  ?7 mm  7K)=;? L?7 mm BSA9E

1ertial defletion de(eloped in the struture =)7=? mm Permissible limit Bminimum of

 4H:>; or 8; mm  78;K;H:>;  :?)> mm  =)7=? L :?)> mm BSA9 E

CHAPTER5> DESIGNING OF BEAMS


Page 54

BEAM DESIGN<

A reinfored onrete beam should be able to resist tensile* ompressi(e and shear stress induedin it b# loads on the beam) There are three t#pes of reinforeed onrete beams 7) single reinfored beams 8) double reinfored onrete :) flanged beams S72 r7or? /;*<

/n singl# reinfored simpl# supported beams steel bars are plaed near the bottom of the beamwhere the# are more effeti(e in resisting in the tensile bending stress)


Page 55

Do8/2 r7or? ?o7?r4 /;*<

/t is reinfored under ompression tension regions) The neessit# of steel of ompression region arises due to two reasons) +hen depth of beam is restrited) The strength a(ailabilit# singl# reinfored beam is in adequate) At a support of ontinuous beam where bending moment hanges sign suh as situation ma# also arise in design of a beam irular in plan) These are the strutures that transfer loads from slabs to olumns) 6eams are designed for fle,ure* shear and torsion) /f required the effet of the a,ial fore ma# be ta-en into onsideration) 9or all these fores* all ati(e beam loadings are presanned to identif# the ritial load ases at different setions of the beams) 9or design to be performed as per /S 7:=8; the width of the member shall not be less than 8;;mm) Also the member shall preferabl# ha(e a widthto depth ratio of more than ;):)

DESIGN .O/ .LE+0/E1 esig& +!)#e("!e is sa*e as .a )! IS 456 H)e,e! .i$e (esig&i&g )$$)i&g #!ie!ia a!e sais?e( as +e! IS13920@ 1 T.e *i&i*"* g!a(e ) #)&#!ee s.a$$ +!ee!a-$' -e 20 2 See$ !ei&)!#e*e&s ) g!a(e Fe415 )! $ess )&$' s.a$$ -e "se( 3 T.e *i&i*"* e&si)& see$ !ai) )& a&' a#e/ a a&' se#i)&/ is gi,e& -'@ A*i& B 024#:'

T.e *ai*"* see$ !ai) )& a&' a#e/ a a&' se#i)&/ is gi,e& -' A*a B 0025 4 T.e +)sii,e see$ !ai) a a D)i& a#e *"s -e a $eas e"a$ ) .a$ .e &egai,e see$ a .a a#e 5 T.e see$ +!),i(e( a ea#. ) .e )+ a&( -))* a#e/ a a&' se#i)&/ s.a$$ a $eas -e e"a$ ) )&e)"!. ) .e *ai*"* &egai,e *)*e& see$ +!),i(e( a .e a#e ) ei.e! D)i&

DESIGN .O/ S2EA/1 T.e s.ea! )!#e ) -e !esise( -' ,e!i#a$ .))+s is g"i(e( -' .e IS 13920@1993 !e,isi)& E$asi# saggi&g a&( .)ggi&g *)*e&s ) !esisa&#e


Page 56

) .e -ea* se#i)& a e&(s a!e #)&si(e!e( .i$e #a$#"$ai&g s.ea! )!#e P$asi# saggi&g a&( .)ggi&g *)*e&s ) !esisa&#e #a& a$s) -e #)&si(e!e( )! s.ea! (esig& i PL%STIC +a!a*ee! is *e&i)&e( i& .e i&+" ?$e S.ea! !ei&)!#e*e& is #a$#"$ae( ) !esis -). s.ea! )!#es a&( )!si)&a$ *)*e&s

  6 E A . N O)

.:;

7 %ES/@N RES34TS

9e?7> B.ain

4EN@T! ?K;); mm

9e?7> BSe)

S/5E 8:;); mm  ?;;); mm CO1ER 8>); mm

S3..AR0 O9 RE/N9) AREA BSq)mm  SECT/ON

;); mm

787)> mm

8?:>); mm

:<>8)> mm

?K;); mm

 TOP

7K)7<

RE/N9)

BSq) mm

6OTTO. RE/N9)

7:)K: BSq) mm

7?):;

7?):;

BSq) mm

7:)K: BSq) mm

7?):;

BSq) mm

7:)K: BSq) mm

8?8)K;

BSq) mm

7:)K:

BSq) mm

7:)K:

BSq) mm

BSq) mm



S3..AR0 O9 PRO1/%E% RE/N9) AREA 


Page 57

SECT/ON

;); mm

787)> mm

8?:>); mm

:<>8)> mm

?K;); mm

 TOP

:7;

:7;

:7;

:7;

?7;

RE/N9) 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs

6OTTO.

878

878

878

878

878


S!EAR 8 legged K 8 legged K 8 legged K 8 legged K 8 legged K RE/N9)  78; mm H  78; mm H  78; mm H  78; mm H  78; mm H 

S!EAR %ES/@N RES34TS AT %/STANCE d BE99ECT/1E %EPT! 9RO. 9ACE O9 T!E S3PPORT

S!EAR %ES/@N RES34TS AT ><>); mm A+A0 9RO. START S3PPORT 10  8?)< . 

;):< 4% ?

Pro(ide 8 4egged K  78; mm H

S!EAR %ES/@N RES34TS AT ><>); mm A+A0 9RO. EN% S3PPORT 10  8)<; . 

;):< 4% ?

Pro(ide 8 4egged K  78; mm H

10  ?)8? .  ?)<> 4% K

Pro(ide 8 4egged K  7:; mm H


Page 58


Page 59

CHAPTER5 DESIGNING OF COLUMNS


Page 60

COL0MN DESIGN1 A olumn ma# be defined as an element used primar# to support a,ial ompressi(e loads and with a height of a least three times its lateral dimension) The strength of olumn depends upon the strength of materials* shape and siDe of ross setion* length and degree of proportional and dediational restrains at its ends) A olumn ma# be lassif# based on deferent riteria suh as


Page 61

7) shape of the setion 8) slenderness ratioBA4F% :) t#pe of loading* land ?) pattern of lateral reinforement) The ratio of effeti(e olumn length to least lateral dimension is released to as slenderness ratio) /n our struture we ha(e : t#pes of olumns)  Column with beams on two sides  Columns with beams on three sides  Columns with beams on four sides

A olumn is defined as an element used primar# to support a,ial ompressi(e loads and with a height of atleast three times its lateral diretion) Columns are designed for a,ial fores and bia,ial moments per /S ?><8;;;) Columns are also designed for shear fores) All major riteria for seleting longitudinal and trans(erse reinforement as stipulated b# /S ?>< ha(e been ta-en are of in the olumn design of STAA%) !owe(er following lauses ha(e been satisfied to inorporate pro(isions of /S 7:=8; 1 T.e *i&i*"* g!a(e ) #)&#!ee s.a$$ +!ee!a-$' -e 20 2 See$ !ei&)!#e*e&s ) g!a(e Fe415 )! $ess )&$' s.a$$ -e "se( 3 T.e *i&i*"* (i*e&si)& ) #)$"*& *e*-e! s.a$$ &) -e $ess .a& 200 ** F)! #)$"*&s .a,i&g "&s"++)!e( $e&g. e#ee(i&g 4*/ .e s.)!es (i*e&si)& ) #)$"*& s.a$$ &) -e $ess .a& 300 **

?) The ratio of the shortest rosssetional dimension to the perpendiular dimension shall preferabl# be not less than ;) 5 T.e s+a#i&g ) .))+s s.a$$ &) e#ee( .a$ .e $eas $ae!a$ (i*e&si)& ) .e #)$"*&/ e#e+ .e!e s+e#ia$ #)&?&i&g !ei&)!#e*e& is +!),i(e( 6 S+e#ia$ #)&?&i&g !ei&)!#e*e& s.a$$ -e +!),i(e( ),e! a $e&g. $) !)* ea#. D)i& a#e/ )a!(s *i( s+a&/ a&( )& ei.e! si(e ) a&' se#i)&/ .e!e e"!a$ 'ie$(i&g *a' )##"! T.e $e&g. $) s.a$$ &) -e $ess .a& a $a!ge! $ae!a$ (i*e&si)& ) .e *e*-e! a .e se#i)& .e!e 'ie$(i&g )##"!s/ - 1:6 ) #$ea! s+a& ) .e *e*-e!/ a&( # 450 **


Page 62

) The spaing of hoops used as speial onfining reinforement shall not e,eed U of minimum member dimension but need not be less than > mm nor more than 7;; mm) C O 4 3 . N N O) <:? % E S / @ N R E S 3 4 T S

.:;

9e?7> B.ain

9e?7> BSe)

4EN@T! :8>;); mm CROSS SECT/ON 8:;); mm  ?7;); mm CO1ER ?;); mm  @3/%/N@ 4OA% CASE K S!ORTB5 REV%) STEE4 AREA 

H6RACE% 4ON@B0

7>:8)?> Sq)mm)

REV%) CONCRETE AREA =8<)> Sq)mm) .A/N RE/N9ORCE.ENT  Pro(ide K  7< dia) B7)7W* 7<;K)>; Sq)mm) BEquall# distributed T/E RE/N9ORCE.ENT  Pro(ide K mm dia) retangular ties  8:; mm H SECT/ON CAPAC/T0 6ASE% ON RE/N9ORCE.ENT REV3/RE% B2NS.ET  PuD  78=):? .uD7 

KK)7= .u#7 

?8)=

/NTERACT/ON RAT/O 7);; Bas per Cl) :=)<* /S?><8;;;


CHAPTER59

Page 63

DESIGN OF FOOTINGS

9oundations are strutural elements that transfer loads from the building or indi(idual olumn to the earth )/f these loads are to be properl# transmitted* foundations must be


Page 64

designed to pre(ent e,essi(e settlement or rotation* to minimiDe differential settlement and to pro(ide adequate safet# against sliding and o(erturning) GENERAL<

7) 9ooting shall be designed to sustain the applied loads* moments and fores and the indued reations and to assure that an# settlements whih ma# our will be as nearl# uniform as possible and the safe bearing apait# of soil is not e,eeded) 8) Thi-ness at the edge of the footing in reinfored and plain onrete footing at the edge shall be not less than 7>; mm for footing on the soil nor less than :;;mm abo(e the tops of the pile for footing on piles) BEARING CAPACITY OF SOIL<

The siDe foundation depends on permissible bearing apait# of soil) The total load

per unit area under the footing must be less than the permissible bearing apait# of soil to the e,essi(e settlements) Fo874o7 *7<

9oundations are struture elements that transfer loads from building or indi(idual olumn to earth this loads are to be properl# transmitted foundations must be designed to pre(ent e,essi(e settlement are rotation to minimiDe differential settlements and to pro(ide adequate safet# isolated footings for multi store# buildings) These ma# be square retangle are irular in plan that the hoie of t#pe of foundation to be used in a gi(en situation depends on a number of fators) 7) 6earing apait# of soil 8) T#pe of struture :) T#pe of loads ?) Permissible differential settlements >) eonom# A footing is the bottom most part of the struture and last member to transfer the load) /n order to design footings we used staad foundation software) These are the t#pes of foundations the software an deal) Shallow B%L6  7) /solated BSpread 9ooting  8)Combined BStrip 9ooting  :).at BRaft 9oundation

%eep B%M6  7)Pile Cap


Page 65

 8) %riller Pier

The ad(antage of this software is e(en after the anal#sis of staad we an update the following properities if required) The following Parameters an be updated  Column Position  Column Shape  Column SiDe  4oad Cases  Support 4ist

After the anal#sis of struture at first we has to import the reations of the olumns from staad pro using import button) After we import the loads the plaement of olumns is indiated in the figure) FOUNDATION DESIGN

Isolated Footing 30 Input alues !oncrete and "e#ar $roperties Unit Weight of Concrete : trength of Concrete :

26.000 kN/m3 25.000 N/mm2

!ie"# trength of tee" : 415.000 N/mm2 $inim%m &'r i(e : 6

mm

$')im%m &'r i(e : 32

mm

$inim%m &'r *'cing :

50.00 mm

$')im%m &'r *'cing :

450.00 mm

!oncrete !o%ers +ooting C"e'r Co,er -+ C : 50.00 mm


Page 66

Soil $roperties Unit Weight : 14.00 kN/m3 oi" &e'ring C'*'cit : 90.00 kN/m2 oi" %rch'rge : e*th of oi" 'o,e +ooting :

0.00 N/mm 2 0.00 mm

&eometr' Initial Footing Dimensions hickne -+t :

250.00 mm

ength   -+" : 1000.00 mm Wi#th   -+ : 1000.00 mm

Footing Design !alculations Footing Si(e niti'" ength - o ;

1.00 m

niti'" Wi#th -W o ;

1.00 m

$in. 're' re<%ire# from e'ring *re%re = min ;

> /
12.347

=re' from initi'" "ength 'n# i#th =o ;

o ? Wo ;

1.00

m2 m2

Final dimensions )or design* ength - 2 ;

3.68 m

@o,erning o'# C'e :

A7

Wi#th -W 2 ;

3.68 m


A7

=re' -=2 ;

13.51 m2

!alculated pressures at 4 corners*

Load !ase

$ressure at corner 1 +,1+./m-

$ressure at corner  +, +./m-


$ressure at corner 4 +, 4+./m-

Area o) )ooting in upli)t +Au+m-

7

22*13

86.86

88.46

89.73

0.00

7

88.13

2*2

88.46

89.73

0.00

7

88.13

86.86

22*4

89.73

0.00

7

88.13

86.86

88.46

2*3

0.00


Page 67

f =% i (ero there i no %*"ift 'n# no *re%re '#B%tment i nece'r. therie to 'cco%nt for %*"ift 're' of neg'ti,e *re%re i"" e et to (ero 'n# the *re%re i"" e re#itri%te# to rem'ining corner.

Summar' o) ad6usted pressures at 4 corners* $ressure at corner 1 +, 1-

$ressure at corner  +,-

$ressure at corner 3 +, 3-


Load !ase

+./m-

+./m-

+./m-

+./m-

7

22*13

86.86

88.46

89.73

7

88.13

2*2

88.46

89.73

7

88.13

86.86

22*4

89.73

7

88.13

86.86

88.46

2*3

Ad6ust )ooting si(e i) necessar'*

Detail o) 7ut8o)8contact Area @o,erning "o'# c'e ;

N/=

>"'n 're' of footing ;

13.51 $ 2

=re' not in cont'ct ith oi" ;

0.00 $2

D of tot'" 're' not in cont'ct ;

0.00D

!hec. )or sta#ilit' against o%erturning and sliding:8 Factor o) sa)et' against sliding

Factor o) sa)et' against o%erturning

Load !ase /o*

Along 98 Direction

Along 8 Direction

A#out 98 Direction

A#out 8 Direction

7

119.062

83.981

330.019

416.840

8

34.091

35.433

63.746

67.276


Page 68

!ritical load case and the go%erning )actor o) sa)et' )or o %erturning and sliding Critic'" o'# C'e for "i#ing '"ong irection :

8

@o,erning it%ring +orce :

15.073 kN

@o,erning Eetoring +orce :

513.873 kN

$inim%m "i#ing E'tio for the Critic'" o'# C'e :

34.091

Critic'" o'# C'e for ,ert%rning 'o%t irection :

8

@o,erning ,ert%rning $oment :

29.625 kN m

@o,erning Eeiting $oment :

1888.483 kN m

$inim%m ,ert%rning E'tio for the Critic'" o'# C'e :

63.746

!ritical load case and the go%erning )actor o) sa)et' )or o %erturning and sliding Critic'" o'# C'e for "i#ing '"ong irection :

8


14.503 kN


513.873 kN


35.433

Critic'" o'# C'e for ,ert%rning 'o%t irection :

8


28.071 kN m


1888.483 kN m



67.276

Page 69

!hec. ;rial Depth against moment +along LengthFffecti,e e*th ; @o,erning moment -$ %

; 347.00

mm

; 431.338009

kNm

= >er  456 2000 =NNF @ @1.1C imiting +'ctor1 -G %m') ;

; 0.479107

imiting +'ctor2 -E %m') ;

; 3.444291 ; 1524.109477

imit $oment f Eeit'nce -$ %m') ; $% H; $%m')

N/mm 2 kNm

hence 'fe

!hec. ;rial Depth against moment +along
; 347.00

mm

; 430.681874

kNm


; 0.479107


; 3.444291 ; 1524.109477


N/mm 2 kNm

hence 'fe

!hec. ;rial Depth )or one =a' shear +along Lengthhe'r +orce-

; 450997.58

Neton

he'r tre- ,

; 0.329894

N/mm2

>ercent'ge f tee"-> t

; 0.2786

= >er  456 2000 C"'%e 40 '"e 19 he'r trength f Concrete- c

; 0.38 ,H c


hence 'fe

Page 70

N/mm2

!hec. ;rial Depth )or one =a' shear +along
; 450341.83

Neton

he'r tre- ,

; 0.329414

N/mm2


; 0.2781


; 0.38 ,H c

N/mm2

hence 'fe

!hec. ;rial Depth )or t=o =a' shear he'r +orce- he'r tre- ,

; 1253945.53

Neton

; 1.25

N/mm2

= >er  456 2000 C"'%e 31.6.3.1 G ;

; 1.00

he'r trength- c;

; 1.2500

N/mm2

G  c

; 1.2500

N/mm2

,H; G  c

hence 'fe

!alculation o) >aximum ?ar Si(e

Along Length &'r #i'meter corre*on#ing to m') 'r i(e -# 

; 25 mm

= >er  456 2000 C"'%e 26.2.1 e,e"o*ment ength-" # ;

; 1611.83 mm

=""o'"e ength-"# ;

; 1635.10 mm

"# I"#


hence 'fe

Page 71

Along
; 25 mm


; 1611.83 mm

=""o'"e ength-"# ;

; 1635.10 mm

"# I"#

hence 'fe

Selection o) "ein)orcement Along Length = >er  456 2000 C"'%e 26.5.2.1 $inim%m =re' of tee" -= tmin

; 1768.41 $m 2

C'"c%"'te# =re' of tee" -= t

; 3612.78 $m 2

>ro,i#e# =re' of tee" -= t>ro,i#e#

; 3612.78 $m 2

=tminH; =t tee" 're' i 'cce*te#

e"ecte# 'r i(e -# 

; 8 mm

$inim%m *'cing '""oe# - min ;

; 50.00 mm

e"ecte# *'cing -

; 50.24 mm

min H;  H; 450 mm 'n# e"ecte# 'r i(e H e"ecte# m')im%m 'r i(e...

he reinforcement i 'cce*te#.

Along er  456 2000 C"'%e 26.5.2.1 $inim%m =re' of tee" -= tmin

; 1768.41 $m 2

C'"c%"'te# =re' of tee" -= t

; 3607.00 $m 2


; 3607.00 $m 2



Page 72

e"ecte# 'r i(e -# 

; 8 mm


; 50.00 mm


; 50.24 mm



Isolated Footing 30 Input alues !oncrete and "e#ar $roperties Unit Weight of Concrete : trength of Concrete :

26.000 kN/m3 25.000 N/mm2

!ie"# trength of tee" : 415.000 N/mm2 $inim%m &'r i(e : 6

mm

$')im%m &'r i(e : 32

mm

$inim%m &'r *'cing :

50.00 mm

$')im%m &'r *'cing :

450.00 mm

!oncrete !o%ers +ooting C"e'r Co,er -+ C : 50.00 mm

Soil $roperties Unit Weight : 14.00 kN/m3 oi" &e'ring C'*'cit : 90.00 kN/m2 oi" %rch'rge : e*th of oi" 'o,e +ooting :

0.00 N/mm 2 0.00 mm

&eometr' Initial Footing Dimensions hickne -+t :

250.00 mm

ength   -+" : 1000.00 mm Wi#th   -+ : 1000.00 mm


Page 73

Footing Design !alculations Footing Si(e niti'" ength - o ;

1.00 m

niti'" Wi#th -W o ;

1.00 m

$in. 're' re<%ire# from e'ring *re%re = min ;

> /
=re' from initi'" "ength 'n# i#th =o ;

12.347

m2

1.00 m2

o ? Wo ;

Final dimensions )or design* ength - 2 ;

3.68 m


A7

Wi#th -W 2 ;

3.68 m


A7

=re' -=2 ;

13.51 m2

!alculated pressures at 4 corners*

Load !ase


$ressure at corner  +, +./m-


$ressure at corner 4 +, 4+./m-

Area o) )ooting in upli)t +Au+m-

7

22*13

86.86

88.46

89.73

0.00

7

88.13

2*2

88.46

89.73

0.00

7

88.13

86.86

22*4

89.73

0.00

7

88.13

86.86

88.46

2*3

0.00

f =% i (ero there i no %*"ift 'n# no *re%re '#B%tment i nece'r. therie to 'cco%nt for %*"ift 're' of neg'ti,e *re%re i"" e et to (ero 'n# the *re%re i"" e re#itri%te# to rem'ining corner. Summar' o) ad6usted pressures at 4 corners* $ressure at corner 1 +, 1-

$ressure at corner  +,-



Load !ase

+./m-

+./m-

+./m-

+./m-

7

22*13

86.86

88.46

89.73

7

88.13

2*2

88.46

89.73

7

88.13

86.86

22*4

89.73

7

88.13

86.86

88.46

2*3

Ad6ust )ooting si(e i) necessar'*


Page 74

Detail o) 7ut8o)8contact Area @o,erning "o'# c'e ;

N/=

>"'n 're' of footing ;

13.51 $ 2

=re' not in cont'ct ith oi" ;

0.00 $2

D of tot'" 're' not in cont'ct ;

0.00D

!hec. )or sta#ilit' against o%erturning and sliding:8 Factor o) sa)et' against sliding

Factor o) sa)et' against o%erturning

Load !ase /o*

Along 98 Direction

Along 8 Direction

A#out 98 Direction

A#out 8 Direction

7

119.062

83.981

330.019

416.840

8

34.091

35.433

63.746

67.276

Cr4?2 2o ?* 7 4' o-r77 ?4or o *4 or o-r48r77 7 *27 Critic'" o'# C'e for "i#ing '"ong irection :

8


15.073 kN


513.873 kN


34.091

Critic'" o'# C'e for ,ert%rning 'o%t irection :

8


29.625 kN m


1888.483 kN m



63.746

Page 75

!ritical load case and the go%erning )actor o) sa)et' )or o %erturning and sliding Critic'" o'# C'e for "i#ing '"ong irection :

8


14.503 kN


513.873 kN


35.433

Critic'" o'# C'e for ,ert%rning 'o%t irection :

8


28.071 kN m


1888.483 kN m


67.276

!hec. ;rial Depth against moment +along LengthFffecti,e e*th ; @o,erning moment -$ %

; 347.00

mm

; 431.338009

kNm


; 0.479107


; 3.444291 ; 1524.109477


N/mm 2 kNm

hence 'fe

!hec. ;rial Depth against moment +along
; 347.00

mm

; 430.681874

kNm


; 0.479107


; 3.444291 ; 1524.109477



hence 'fe

Page 76

N/mm 2 kNm

!hec. ;rial Depth )or one =a' shear +along Lengthhe'r +orce-

; 450997.58

Neton

he'r tre- ,

; 0.329894

N/mm2


; 0.2786


; 0.38 ,H c

N/mm2

hence 'fe

!hec. ;rial Depth )or one =a' shear +along
; 450341.83

Neton

he'r tre- ,

; 0.329414

N/mm2


; 0.2781


; 0.38 ,H c

N/mm2

hence 'fe

!hec. ;rial Depth )or t=o =a' shear he'r +orce- he'r tre- ,

; 1253945.53

Neton

; 1.25

N/mm2

= >er  456 2000 C"'%e 31.6.3.1 G ;

; 1.00

he'r trength- c;

; 1.2500

N/mm2

G  c

; 1.2500

N/mm2

,H; G  c


hence 'fe

Page 77

C2?824o7 o M:;8; Br S Along Length &'r #i'meter corre*on#ing to m') 'r i(e -# 

; 25 mm


; 1611.83 mm

=""o'"e ength-"# ;

; 1635.10 mm

"# I"#

hence 'fe

Along
; 25 mm


; 1611.83 $m

=""o'"e ength-"# ;

; 1635.10 $m

"# I"#

hence 'fe

Selection o) "ein)orcement

Along Length

= >er  456 2000 C"'%e 26.5.2.1 $inim%m =re' of tee" -= tmin

; 1768.41 mm2

C'"c%"'te# =re' of tee" -= t

; 3612.78 mm2


; 3612.78 mm2



Page 78

e"ecte# 'r i(e -# 

; 8 $m


; 50.00 $m


; 50.24 $m



Along er  456 2000 C"'%e 26.5.2.1 $inim%m =re' of tee" -= tmin

; 1768.41 mm2

C'"c%"'te# =re' of tee" -= t

; 3607.00 mm2


; 3607.00 mm2


e"ecte# 'r i(e -# 

; 8 $m


; 50.00 $m


; 50.24 $m




Page 79

CHAPTER510 REINFORCEMENT DETAILS OF FOUNDATION + COLUMN


Page 80


Page 81


Page 82


Page 83


Page 84

C O 4 3 . N N O) ?= % E S / @ N R E S 3 4 T S

.:;

9e?7> B.ain

9e?7> BSe)

4EN@T! :;;;); mm CROSS SECT/ON 8:;); mm  ?<;); mm CO1ER ?;); mm  @3/%/N@ 4OA% CASE K S!ORTB5

H6RACE% 4ON@B0

%9 /.PORT O9 1A.S/ CENTRE 4/NE)%[email protected]%/9/E%)%9

 PA@E NO)

7;?K REV%) STEE4 AREA 

7:7);> Sq)mm)

REV%) CONCRETE AREA 7;??8K)= Sq)mm) .A/N RE/N9ORCE.ENT  Pro(ide K  7< dia) B7)>8W* 7<;K)>; Sq)mm) BEquall# distributed T/E RE/N9ORCE.ENT  Pro(ide K mm dia) retangular ties  8:; mm H SECT/ON CAPAC/T0 6ASE% ON RE/N9ORCE.ENT REV3/RE% B2NS.ET PuD  7K:<)>: .uD7  78<)K> .u#7 


>>);<

Page 85

C O L U M N N O.

.:;

!$# D E S I G N R E S U L T S

9e?7> B.ain

9e?7> BSe)

4EN@T! :;;;); mm CROSS SECT/ON 8:;); mm  ?<;); mm CO1ER ?;); mm  GUIDING LOAD CASE : S!ORTB5 RED. STEEL AREA



H6RACE% 4ON@B0

K?<)?; Sq)mm)

RED. CONCRETE AREA

7;?=>:)<8 Sq)mm)

MAIN REINFORCEMENT  Pro(ide

K  78 dia) B;)K
BEquall# distributed TIE REINFORCEMENT

 Pro(ide K mm dia) retangular ties  7=; mm H

SECT/ON CAPAC/T0 6ASE% ON RE/N9ORCE.ENT REV3/RE% B2NS.ET PuD  7
>=):8 .u#7 


8)7

Page 86

CHAPTER511 REINFORCEMENT DETAILS OF PLINTH BEAMS


Page 87


Page 88


Page 89

6 E A . N O)

.:;

7 % E S / @ N R E S 3 4 T S

9e?7> B.ain

4EN@T! ?
9e?7> BSe)

S/5E 8:;); mm  ?7;); mm CO1ER 8>); mm

S3..AR0 O9 RE/N9) AREA BSq)mm  SECT/ON

;); mm

77<;); mm

8:8;); mm

:?K;); mm

?
 TOP

7=);7

RE/N9)

BSq) mm

6OTTO. RE/N9)

7=);7 BSq) mm

7=);7

7=);7

BSq) mm

7K)K; BSq) mm

7=);7

BSq) mm

8K:);7

7=);7

BSq) mm

7K):;

BSq) mm

BSq) mm

7=);7

BSq) mm

BSq) mm



S3..AR0 O9 PRO1/%E% RE/N9) AREA  SECT/ON

;); mm

77<;); mm


8:8;); mm

:?K;); mm

?
Page 90

 TOP

878

878

878

878

878

RE/N9) 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 6OTTO.

:7;

:7;

?7;

:7;

:7;


S!EAR 8 legged K 8 legged K 8 legged K 8 legged K 8 legged K RE/N9)  7:; mm H  7:; mm H  7:; mm H  7:; mm H  7:; mm H 

6 E A . N O) .:;

7< % E S / @ N R E S 3 4 T

9e?7> B.ain

4EN@T! ?
9e?7> BSe)

S/5E 8:;); mm  ?7;); mm CO1ER 8>); mm

S3..AR0 O9 RE/N9) AREA BSq)mm SECT/ON

;); mm

77<;); mm

8:8;); mm

:?K;); mm

?
 TOP

7=);7

7=);7

7=);7


7=);7

7=);7

Page 91

RE/N9)

BSq) mm

6OTTO. RE/N9)

BSq) mm

7=);7 BSq) mm

7K)8: BSq) mm

BSq) mm

BSq) mm

8K8)=

7=?)=7

BSq) mm

BSq) mm

BSq) mm 7=);7 BSq) mm

 S3..AR0 O9 PRO1/%E% RE/N9) AREA  SECT/ON TOP

;); mm

878

77<;); mm

878

8:8;); mm

878

878

:?K;); mm

?
878

RE/N9) 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 6OTTO.

:7;

:7;

?7;

:7;

:7;

RE/N9) 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs 7 la#erBs S!EAR 8 legged K 8 legged K 8 legged K 8 legged K 8 legged K RE/N9)  7:; mm H  7:; mm H  7:; mm H  7:; mm H  7:; mm H


Page 92


Page 93


Page 94

CHAPTER51$ DESIGN AND REINFORCEMENT DETAILS OF SLABS


Page 95

Slab End Condition

Two Adjaent Edges %isontinuous

SiDe of the slab



4# in . , 4, in .



:)=:):

4#H4,



7)7K

%esigning as



Two +a# Slab

.aterials @rade of ConreteB9-



8;

.pa

@rade of steelB9#



?7>

.pa

O(erall depth of slabB%



7>

.m

Clear o(er to reinforement



8>

.m

6ar diameter onsideredBX



K

.m

Effeti(e depth Bd



7>;

.m

Slab %ead 4oad



?):>

2NHm8

9loor 9inishes



7

2NHm8

4i(e load



:

2NHm8

Total 4oad B+



K):>

2NHm8

78)><

2NHm8

4oads

%esign 4oad B+7)> B+u



C2?824o7 o ;o;74*<

As per /S ?><8;;; * table 8< Q this is ase ?


Page 96

9rom whih Y,;);>K


Y,+ul,Z8

 ;);>7,78):>, 8)K?Z8  >)8:82n.

.u#



Y#+ul#Z8

 ;);:>,78):>,:)K8Z8  <)>K 2n.

9or shorter span width of middle strip  [ ,l ,

 8)7:m

width of edge strip  \ ,B8)K?8)7:  ;):>>m 9or longer span width of middle strip  [ ,l #

8)K<>m

width of edge strip  \ ,B:)K88)K<> ;)?Km C2?824o7 o ?4- ,4' <

Adopting .8; onrete and 9e ?7> steel As per /S ?><8;;;BAnne,ure @ R u

;):<,uma,HdB7;)?8uma,Hd,f -

;):<,;)?
Assuming

;)?K Bfor 9e ?7> 

R u

8)<

b

7;;;mm

d

]BK)<7,7;

><):?mm

Adopting Kmm dia bars as reinforement Effeti(e o(er

 8>mm

O(er all depth

 7>mm

Therefore from defletion point of (iew pro(iding o(erall depth %  7>;mm Effeti(e depth

9or shorter span d

 7>;8>?787mm

Effeti(e depth

9or longer span d  78<K  77Kmm C2?824o7 o *42< B.A/N RE/N9ORCE.ENT 9OR S!ORTER SPAN 9orm /S ?><8;;;BAnne,ure @ .u K)7< ,7;<

;)K, f # ,AstB7Bf # , AstHbdf -  ;)K,?7> , Ast ,7> , A stHB7;;;,7>;,8;

Ast 7<>)>
Bast ,7;;;HAst B^, ?8 ,7;;;HB7K;)7 8=)8=  8K;mm H

As per /S ?>< 8;;;* lause 8<):):b*the spaing of Reinforement should be not more than least of following


Page 97

7) :,effeti(e depth

:,7>; ?>;mm

8) :;;mm Pro(ide K mm _ bars  :;; mm H B.A/N RE/N9ORCE.ENT 9OR 4ON@ER SPAN 9orm /S ?><8;;;BAnne,ure @ .u ;)K, f # , Ast , dB7Bf # , AstHbd f -  7;)78>,7; < ;)K,?7>,A st ,77KB7?7>,A stHB7;;;,77K,8;

Ast 8?K)>7?mm8 Spaing of Kmm dia bars

Bast ,7;;;HAsst B^ , ?8 ,7;;;HB7<>)< :;:);  :7;mm H

As per /S ?>< 8;;;* lause 8<):):b*the spaing of Reinforement should be not more than least of following 7) :,effeti(e depth

:,77K :>?mm

8) :;;mm Pro(ide K mm _ bars  :7; mm H Tor*o72 r7or?;74 4 ?or7r*

SiDe of torsional mesh  l,H>

 :)?>H>  ;)<=m

Spaing of
 B^,:<,7;;;H7>)>  :>=mm

/t is preferable to pro(ide < mm _ bars  :;; mm H


Page 98


Page 99


Page 100

CHAPTER513 DESIGN OF STAIR CASE


Page 101

DESIGN OF STAIRCASE %imension of Stair Case Room  :)8 m , :); m !eight of Eah Store# !eight of 9light

 :)7 m

7st 9light



 8)7; m

8nd 9light  7); m Assuming the !eight of Riser as

1>! ;; $ width of Thread as $10 ;;.

87;;    

st

= 78

No) of Risers in 7 9light  No) of Threads  R ` 7  78 ` 7  77 +idth of 4anding  7)?; m !oriDontal length of eah flight  7)?; F 77 , ;)87;  :)8 m 7P>

7)?;m

R D 1>! ;; T D $10 ;; 4' o( 2377A D 1.#0 ;

Now* Assuming +aist Slab thi-ness  7> mm %  7> mm



d  7> ` 8;

 7>> mm

Calulating 4oad per metre Strip))  : 2NHm 8

7) 4i(e 4oad 8) %ead 4oad due to Slab

 ;)7> , 8>  ?):> 2NHm 8

:) 9loor 9inishes


 ;)> 2NHm 8 B Assumed 

Page 102

 )K> 2NHm 8

Total 4oad Bw Now*

Con(erting load on Plan area ) w × R 8 + T 8

w7

T

=

P)KP> ×

87;

8

+ 7P>8

87;

= 7;)8> KN

m8

)I) 4oad per metre Strip  7;)8> , 7);  7;)8> 2NHm Now* Calulating the Steps 4oad )

 ;)7P> × 8)7  × 8> ×   8  w8  

7;;; 87;

8

+ 7P>

8

= 7<)K; KN m

)I) Total 4oad  w 7 F w8  7;)8> F 7<)K;  8);> 2NHm  ?;)>> 2NHm 8

)I) 9atored 4oad  + u  7)> , 8);>

Then* Calulation of Effeti(e Span Assuming wall thi-ness as 8:; mm 8)78



+ 8):8 8 + 7)?; + ;)77> = ?)
Calulation of .a,) S)9 $ 6).)) W u × l

S)9 

8

=

W u × l

?;)>P> × ?)
8

6). 

K

=

= =?)7:? KN

8>)7? × ?)
8

=
Calulation of %epth) d =

M u ;)7:K × f ck × b

=

<

;)7:K × 8; × 7;;;

= 7><)>Pmm

)I) %  7> F 8;  7; mm L 7> mm B O2 


Page 103

Are! #$ Stee% $#r M!n Ren$#r"e&ent'(



A st × f y 



b × d × f ck 

M u = ;)KP × f y × A st ×d × 7 −

M

<



Ast × ?7>  = ;)KP × ?7> × A st ×7>; × 7 −  7;;; × 7>; × 8; 

M Ast  7><<)> mm 8 Assuming 78 mm J bars) π

?

×78 8 ×7;;; 7><<)>P

)I) Spaing of 6ars 

= P8)7=mm b c c

C'?6 For S,?7<5

Spaing

: , d  : , 7>>  ?<> mm B

OK 

Are! #$ Stee% $#r D)tr*ut#n Ren$#r"e&ent'( A st = ;)78W))of )) Area))of ))Concrete

=> A st =

;)78 7;;

× (7;;; × 7P>) = 87;mm 8

Assuming
?

)I) Spaing 

× < 8 ×7;;; 87;

= 7:?)< ≈ 78>mm b c c

C'?6 For S,?7<5

Spaing

> , d  > , 7>;  >; mm B


OK 

Page 104


Page 105


Page 106

/E.E/ENCES 13 4* IS 56738999 Co)e Of Prac%"ce For Pla"n , Re"nforce) Concre%e

8* Re"nforce) concre%e

:

As$o;*K*
=* L"-"% $%a%e %heory , De$"gn of re"nforce) conc!rre) 'y Dr* >*L S$a$ ? Late* S*/*Kar!y an s$a$*

5* www*@entley*co(

6* www*staa"ro *co(

7* T$eory o# structures

3

S*/a(a(rut$a(

* T$eory o# structures

3

S*S*@$a!a;atti

B* Analysis o# Structures

3

>*N*!azirani

* Design o# /*C*C Structures

3

2*<* S$a$

49*

Structure Design


3

A*K*
Page 107


Page 108

STAAD G+5 BUILDING

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