1.
INTRODUCTION 1.1. Problem Statement Analyse and design an economical and stable RCC framed building for the usage in Residential purpose using CSI-ETA CSI-ETABS BS and manual manual calculations. calculations.
1.2. Scope The main scope of this project is to apply standards of epal ational building codes and IS- !"#$ IS-%&'()$ IS-%*'& in designing a building. These building re+uire great e,tent consideration of earth+uae effects on building. This building is located in seismic one / therefore the lateral loading of earth+uae considered is predominant to the effects of 0ind loads. 1ence 0ind loads are not considered. Almost Almost materials and their sies are so chooses that these are easily a2ailable in the maret.
1.3 General
This report summaries the structural analysis and design of building of 3444444..” at 444. 44 4. 5u 5uni nici cipal palit ity6 y6/7 /7C C 0a 0ard rd no4 no444 44.. ..It It ha hass pl plann anned ed to ut util ili iee th thee bu buil ildi ding ng as educational aspect. The aim of design is the achie2ement of an acceptable probability that structures being designed 0ill perform satisfactorily during their intended life. 1. The building will be used dwellings or hotels so that there are Partition walls inside the building. External walls 230 mm thick and internal walls 11 115mm 5mm thick with 12 mm plaster on both sides are considered. For simplicit in analsis! no sloping shades are used in the building analsis e"en though balconies and terraces are intentionall included. 2. #t ground $loor! slabs are not pro"ided and the $loor will directl rest on ground. There$ore! onl ground beams passing through columns are pro"ided as tie beams. The $loor beams are thus absent in the ground $loor. 3. The main beams rest centrall centrall on columns to a"oid local eccentricit. eccentricit. %. For all structural structural elements elements except slabs! &25 grad gradee conc concret retee will be used. 'owe 'owe"er "er!! higher &30 grade concrete is used $or central columns up to plinth! in ground $loor and in the $irst $loor.
5. (olumn si)e are kept in in similar group to ascertain ascertain simplicit in construction. *. The $loor diaphragms are assumed to be rigid +. Prelimi Preliminar nar si)es o$ structural components are assumed assumed b experience. ,. Tie -eams are pro"ided pro"ided in connecting the $ootings. This is optional in )ones and / howe"er! it is mandator in )ones and . . e eism ismic ic loa loads ds wil willl be con consid sider ered ed act acting ing in the hori)ont hori)ontal al dir direc ectio tion n al along ong the two pr princ incipa ipal l directions4 and not along the "ertical direction! since it is not considered to be signi$icant. 10. The analsis and design has been based on the pre"ailing pre"ailing codes that that are in practice in ndia and epal! the ndian tandard code 1,3Part 1462002 and the -( 10561%4 code at places i$ re7uired. This report consists o$ the design procedures adopted! the assumptions made! the inputs made in the design and the design output.
Page 1 of 34
11. #s per 1,3Part 11. 1,3Part 1462002! 1462002! the seismic )oning o$ epal can be taken as 89E and 89E ! most se"ere )one o$ ndia. For our case! we take the site lies on 8one . 'ence the building is designed with great consideration towards earth7uake resistant practices. 12. #ll dimensions are are in mm! unless unless speci$ied otherwise otherwise
1.4 Bul!n" Con#"uraton an! $eature% The arrangements of Beams$ Columns$ Balcony slabs$ T6B slabs$ Room floors are done according as the figures sho0n belo0. Storey height for all floors is taen as &())mm. The numbering of beams and columns are presented in Anne, I Building Type 8 Residential Building of 444444.. 9ocated at 4444444. Structural system 8 RCC Space frame$ ductile moment resisting frame 0ith infill 0all :linth area co2ered 8 4444444. Column 8 S+uare sie &)),&))mm Rectan Rec tangul gular ar sie sie ;5a ;5ain in beam beams< s< 8(& 8(&) ) , &"" &"" mm mm Slab 8 %(" mm thic t0o 0ay slab Type of foundation 8 Isolated footing 0ith STRA: BEA5 for footing o. of Storey 8 T&ree %tor' nclu!n" %tar co(er Total 1eight 8 '.# 0ith stair case co2er =all 8 (") mm > %("mm thic bric masonry ;%8" C6S ratio< :rob :r obab able le :a :art rtit itio ion n 8 ;A ;Act ctua uall :a :art rtit itio ion n 0a 0all llss ar aree no nott co cons nsid ider ered ed bu butt %? %?6 6m( m( e+ e+ui ui2a 2ale lent nt 7ead 9oad is assumed for possible partition< Type of Sub-Soil 8 II ;5edium type type as per BC %)"< (
Bearing Capacity of soil adopted @ ()) ?6m as per site condition.
1.) *oa!% on Bul!n"% 1.).1 1.). 1 De Dea! a! *oa! *oa!++ A constant load in a building structure that is due to the 0eight of the members$ the supported structure$ and permanent attachments or accessories . This analysis deals 0ith dead loads to
be assumed in the design of buildings and same is gi2en in the-form of unit 0eight of materials. The unit 0eight of other materials that are liely to be stored in a building should be also included for the purpose of load calculations due to stored materials. These loads are calculated as specified in IS*"-%'*;part I< 1.).2 1.). 2 * *(e (e *oa! *oa! + The load assumed to be produced by the intended use or occupancy of a building$ including the 0eight of mo2able partitions$ distributed$ concentrated loads$ load due to impact and 2ibration$ and dust load but e,cluding 0ind$ seismic$ sno0 and other loads due to temperature changes$ creep$ shrinage$ differential settlement$ etc. This analysis co2ers imposed loads;li2e loads< to be assumed in the design of buildings. The imposed loads$ used in this building analysis$ are minimum loads 0hich should be taen into consideration for the purpose of structural safety of buildings. These
loads are calculated as specified in IS*"-%'* ;part II<
Page 2 of 34 1.).3 Se%mc
11. #s per 1,3Part 11. 1,3Part 1462002! 1462002! the seismic )oning o$ epal can be taken as 89E and 89E ! most se"ere )one o$ ndia. For our case! we take the site lies on 8one . 'ence the building is designed with great consideration towards earth7uake resistant practices. 12. #ll dimensions are are in mm! unless unless speci$ied otherwise otherwise
1.4 Bul!n" Con#"uraton an! $eature% The arrangements of Beams$ Columns$ Balcony slabs$ T6B slabs$ Room floors are done according as the figures sho0n belo0. Storey height for all floors is taen as &())mm. The numbering of beams and columns are presented in Anne, I Building Type 8 Residential Building of 444444.. 9ocated at 4444444. Structural system 8 RCC Space frame$ ductile moment resisting frame 0ith infill 0all :linth area co2ered 8 4444444. Column 8 S+uare sie &)),&))mm Rectan Rec tangul gular ar sie sie ;5a ;5ain in beam beams< s< 8(& 8(&) ) , &"" &"" mm mm Slab 8 %(" mm thic t0o 0ay slab Type of foundation 8 Isolated footing 0ith STRA: BEA5 for footing o. of Storey 8 T&ree %tor' nclu!n" %tar co(er Total 1eight 8 '.# 0ith stair case co2er =all 8 (") mm > %("mm thic bric masonry ;%8" C6S ratio< :rob :r obab able le :a :art rtit itio ion n 8 ;A ;Act ctua uall :a :art rtit itio ion n 0a 0all llss ar aree no nott co cons nsid ider ered ed bu butt %? %?6 6m( m( e+ e+ui ui2a 2ale lent nt 7ead 9oad is assumed for possible partition< Type of Sub-Soil 8 II ;5edium type type as per BC %)"< (
Bearing Capacity of soil adopted @ ()) ?6m as per site condition.
1.) *oa!% on Bul!n"% 1.).1 1.). 1 De Dea! a! *oa! *oa!++ A constant load in a building structure that is due to the 0eight of the members$ the supported structure$ and permanent attachments or accessories . This analysis deals 0ith dead loads to
be assumed in the design of buildings and same is gi2en in the-form of unit 0eight of materials. The unit 0eight of other materials that are liely to be stored in a building should be also included for the purpose of load calculations due to stored materials. These loads are calculated as specified in IS*"-%'*;part I< 1.).2 1.). 2 * *(e (e *oa! *oa! + The load assumed to be produced by the intended use or occupancy of a building$ including the 0eight of mo2able partitions$ distributed$ concentrated loads$ load due to impact and 2ibration$ and dust load but e,cluding 0ind$ seismic$ sno0 and other loads due to temperature changes$ creep$ shrinage$ differential settlement$ etc. This analysis co2ers imposed loads;li2e loads< to be assumed in the design of buildings. The imposed loads$ used in this building analysis$ are minimum loads 0hich should be taen into consideration for the purpose of structural safety of buildings. These
loads are calculated as specified in IS*"-%'* ;part II<
Page 2 of 34 1.).3 Se%mc
earth+uae. This seismic loads on the structure during an earth+ua-e result from inertia forces 0hich 0ere created by ground accelerations. The magnitude of these loads is a function of the follo0ing factors8 mass of the building$ the dynamic properties of the building$ the intensity$ duration$ and fre+uency conten con tentt of th thee gro ground und mot motion ion$$ and so soilil-str struct ucture ure int intera eracti ction on.. Th Thee anal analysi ysiss met method hod and
earth+uae loads are calculated as specified in IS%*'&-())(. 1.).4 ,n! *oa!+ =ind is air in motion relati2e to the surface of the earth. The primary cause of 0ind % traced to earth s rotation and differences differences in terrestrial terrestrial radiation. radiation. The radia radiation tion effects effects are primarily responsible for con2ection either up0ards or do0n0ards. The 0ind generally blo0s horiontal to the ground at high 0ind speeds. Since 2ertical components of atmospheric motion are relati2ely relat i2ely small$ small$ the term 0ind deno denotes tes almost e,clusi2ely e,clusi2ely the horionta horiontall 0ind$ 2ertical 0inds aree al ar al0ay 0ayss id iden enti tifi fied ed as su such ch.. =in ind d lo load ad on th thee bu buil ildi ding ng 0o 0oul uld d be us usua ually lly up upli lift ft fo forc rcee perpendicular to the roof due to suction effect of the 0ind blo0ing o2er the roof. The positi2e or negati neg ati2e 2e for force ce of the 0ind act acting ing on the structur structureD eD 0in 0ind d app applie liess a po posit siti2e i2e pressure pressure on the 0ind0ard side of the building and a negati2e suction to the lee0ard side.. This analysis ignored the 0ind 0i nd lo load adss as th thee bu buil ildi ding ng is lo loca cate ted d in se seis ismi micc o one ne / an and d he henc ncee th thee ea eart rth+ h+ua uae e lo load adss predominant it and the the height of the building building is less. ‟
‟
2. -T/ODO*OG0 The project pro2ided to us is completed performing each section 0ors mentioned in the contents before The follo0ing stages are in2ol2ed in the analysis and design of three and half storey building.
2.1 *oa! Calculaton 9oad calculation is done using the IS %*'&8())( and BC%)"8 %''! as code of standards. The e,act 2alue of unit 0eights of the materials from the code is used in the calculation. The thicness of materials is taen as per design re+uirements.
2.2 Prelmnar' De%"n The tentati2e sie of structural elements are determined through the preliminary design so that after analysis the pre assumed dimensions might not de2iated considerably $ thus maing the final design both safe and economical . Tentati2e sies of 2arious elements ha2e been determined as follo0s8 2.2.1 Slab or slab$ preliminary design is done according to deflection criteria span 6effecti2e depth @ (#modification factor.; IS!"#-())) Art (&.(.%< 2.2.2 Beam Thumb rule of d@96%( to 96%" basis is adopted to consider the preliminary design of the beam section . b67@%6( 2.2.3 Column :reliminary design of column is done consideration and interior column. or the load acting in the column$ li2e load is decreased according to IS!"#-())) > S: %#. Cross-sections of the columns
Page 3 of 34
are adopted considering the economy. S+uare column section is adopted in this building project as per the internal internal aesthetic re+uirements. re+uirements. 2.2.4 Starca%e Stairs is designed as per dra0ing. Coolum for stairs bo,es is not included in the grid system but they are assumed to be simply tied 0ith main frame 0ith beam.
2.3 *oa!n" Pattern% 9oading pattern from slab to beam is obtained by dra0ing !" ) offset lines from each corners then obtained trapeoidal as 0ell as the triangular loading and is con2erted into the e+ui2alent F79 as described in the respecti2e sections .The loading from cantile2er slab part is con2erted to F79 acting in beam by di2iding the total load by beam. 9oad from all cantile2er part is con2erted to F79 acting in beam by di2iding total load ;0all F79total 0all length< by length of the beam. Self-0eight of the projected beam
2.4. Gra(t' *oa! Calculaton There are three types of loads for 0hich the pro2ided proposed project is designed8 7ead load 9i2e load Seismic load
7ead load consists of the load from each element of building i.e. 0eight of column$ beam$ slab and 0all. 7imensions of column$ beam$ and slab are taen from preliminary design and Corresponding density from code. or 0all load thicness of 0all is taen from plan. 9i2e load is taen from rele2ant code. In case of different li2e loads in one panel of slab$ highest 2alue of load is taen for the panel. or seismic load 0hole mass lump of building is calculated from 0hich base shear is obtained according to code.
2.) Tool% #or nal'%% or analysis$ different soft0ares are a2ailable during these days. Concerning to the project 3CSIETABS /-%"G integrated building soft0are is used for analysis of frames. 5anual analysis and design using IS!"#8())) carried out for the slabs and foundations 0ith the help of me created e,cel-templates made accordingly.
2. De%"n -et&o! *mt State -et&o! It uses the concept of probability and based on the application of method of statistics to the 2ariation that occurs in practice in the loads acting on the structures or in the strength of material. The structures may reach a condition at 0hich it becomes unfit for use for one of many reasons e.g. collapse$ e,cessi2e deflection$ deflection$ cracing$ etc. and each of this condition is referred to a limit state condition. The aim of limit state design is to achie2e an acceptable probability that a structure 0ill not become unser2iceable in its lifetime for the use for 0hich it has been intended i. e it 0ill not reach a limit state. It means structures should be able to 0ithstand safely all loads that are liable to act on it throughout its life and it 0ould satisfy the limitations of deflection and cracing. =e adopt limit state method for design.
Page 4 of 34
3. $R- DSIGN 3.1 TBS nal'%%
3.1.1
%%"nment%
-ateral% Table 1 -ateral Properte% Concrete Concrete Gra!e
5()
Table 2 -ateral Properte% Rebar
Name
1HS7!%"
Table 3 Ren#orcn" Bar S5e%
Name * %( %#
*oa!% The follo0ing considerations are made for the assignment of loads on the structural model8 •
The loads distributed o2er the area are imposed on area element and that distributed o2er length are imposed on line element 0hene2er possible.
•
=here such loading is not applicable$ e+ui2alent con2ersion to different loading distribution is carried to load the model near the real case as far as possible.
•
The imposed loading of infill 0alls are considered;as per architectural dr0g.< as e+ui2alent F79 0ith (" to &) deductions for openings$ but the actual modelling of infill 0alls as e+ui2alent Struts are not performed. 1ence the stiffness of infill 0alls are not considered.
Page 5 of 34
•
The :linth Tie J Beams are designed as purely tie members for lateral loads only$ not designed as fle,ural members as floor beams.
•
or simplicity of Structural analysis$ 5odelling of stair case is not performed > no landing beam is considered. The 79 > 99 load of stair case is transferred to the floor beam as e+ui2alent F79.
*oa! Pattern% Table 4 *oa! Pattern% Name
7ead 9oad 9i2e 9oad Seismic 9oad;K< Seismic 9oad;H<
*oa! ca%e%
Name
Dead
Live
EQX
EQY
Dea! loa!% 6D*7
%%e%%ment o# unt Dea! loa!% Table 8 %%e%%ment o# unt *(e *oa!%
Unit Weight of Concrete = Unit Weight of Brickwork with Plaster = Unit Weight of Floor Finish Probable Partition Eqi!qlent "ea# $oa# = Bea%&1 Wi#th =
Bea%&1 "e'th = (eight )f wall = Wi#th )f E*ternal Wall = Wi#th )f +nternal Wall = Page , of 34 Percentage of )'ening on wall = -tair .rea =
*oa!% on Beam% %upportn" T9o 9a'% Slab%+ In case of Beams supporting t0o-0ay slabs$ the load distribution is trapeoidal on long beams and triangular L on short beams 0ith base angle of !" as sho0n in fig. The ordinates of trapeoidal and triangular loads:;*<=2.
$"+1 T9o9a' %lab *oa!n"
pplcaton% o# loa!% on mo!el Table pplcaton% o# loa!% on mo!el
a/
Bea%s sb0ecte# to E*ternal Wall
b/
$ine along the brick %asonr 'artition walls
c/
-tairCase Bea% Bea%&2/ Page of 34
#/
Floor -lab
Impo%e! *oa! 6**7 The imposed loads on the structural system are taen from IS *";part(<-%'* for Residential6Commercial building
%%e%%ment o# unt *(e *oa!% Table 8 %%e%%ment o# unt *(e *oa!% 'e of Bil#ing =
(IS875(II)-1987; Table 1) Corri#or = -tair = Be#oo% = oilet6Bathoo% = Balcon =
oof = errace =
ote-%8 =hile applying the loads on structural model rounding 2alues are used for simplicity ote-(8 :oint load consideration is ignored as the slab has sufficient rigidity to spread the concentrated loadD IS*" ;II< Clause &.%
Page 7 of 34
*ateral *oa! Calculaton 6art&;ua>e *oa!7 According to BC%)"8%''! > IS %*(&-())($ Chit0an lies on the one ($ /. 1ence$ the effect of the earth+uae is predominant than the 0ind load. So$ the frame is analysed for the EM as lateral load. Among the methods of seismic analysis Se%mc Coe##cent -et&o! !e#ne! n clau%e 1?.1 NBC 1?)+1@@4 an! e;u(alent IS 1A@32??2 clau%e% .4.2 % u%e! to calculate %e%mc coe##cent. n! &ence lateral loads are determined
%%e%%ment o# Se%mc *oa!n"
Auto Seismic Loading
Load Type Pattern
EQX
Seismic
X + Ecc. Y
EQX
Seismic
X - Ecc. Y
EQY
Seismic
Y + Ecc. X
EQY
Seismic
Y - Ecc. X
Table
R
4
4
4 4
Page 8 of 34
1569462915
IS1893 22 Auto Seismic Load !alculation This calculation presents the automatically generated lateral s eismic loads or load pattern EQX according to !S"#$% &''&( as c alculated )y ET*S. "irection and #ccentricity
Direction , ultiple Eccentricity atio , /0 or all diaphragms Structural Period
1eriod 2alculation ethod , 1rogram 2alculated $actors and !oe%%icients
Seismic 3one actor( 3 5!S Ta)le &6 esponse eduction actor( 5!S Ta)le 76 !mportance actor( ! 5!S Ta)le 86 Site Type 5!S Ta)le "6 , !! Seismic Response
Spectral *cceleration 2oeicient( Sa 9g 5!S 8.4./6
#&ui'alent Lateral $orces
Seismic 2oeicient( *h 5!S 8.4.&6
!alculated (ase S)ear
Applied Story $orces
Page 19 of 34
1569462915
Story
Stair 2over
Second loor
irst loor
ase
Page 11 of 34
1569462915
IS1893 22 Auto Seismic Load !alculation This calculation presents the automatically generated lateral s eismic loads or load pattern EQY according to !S"#$% &''&( as c alculated )y ET*S. "irection and #ccentricity
Direction , ultiple Eccentricity atio , /0 or all diaphragms Structural Period
1eriod 2alculation ethod , 1rogram 2alculated $actors and !oe%%icients
Seismic 3one actor( 3 5!S Ta)le &6 esponse eduction actor( 5!S Ta)le 76 !mportance actor( ! 5!S Ta)le 86 Site Type 5!S Ta)le "6 , !! Seismic Response
Spectral *cceleration 2oeicient( Sa 9g 5!S 8.4./6 #&ui'alent Lateral $orces
Seismic 2oeicient( *h 5!S 8.4.&6
!alculated (ase S)ear
Applied Story $orces
Page 12 of 34
1569462915
Story
Stair 2over
Second 4loor
irst loor
ase
Page 13 of 34
*oa! Combnaton% The load combinations are based on NBC1?)+1@@4 clau%e 4.4 #or *mt %tate !e%"n met&o! . The follo0ing load combinations are used during analysis.
Table @ *oa! Combnaton% S. . %
ame %.Combo%.";79N99<
(
".Combo ;79N%.& 99-%.("EMH<
&
#.Combo ;).'79N%.("EMK<
!
.Combo ;).'79-%.("EMK<
"
*.Combo ;).'79N%.("EMH<
#
'.Combo ;).'79-%.("EMH<
!.Combo ;79N%.& 99N%.("EMH<
*
&.Combo ;79N%.& 99N%.("EMK<
'
(.Combo ;79N%.& 99-%.("EMK<
Page 14 of 34
Geometr' %%"nment% Table 1? Geometr' %%"nment% S. . %
7esign Type
St
Column
A
Beam
A
Beam
A
(
&
Story All Story
7iaphragms Rigid 5esh Option
All
Auto Cooie Cut
Ot&er %%"nment%
%< %))mm( steel sections is o2erridden to beam section at top for ductile reinforcement consideration. (< 5inimum rebar sies and numbers are o2erridden for beam %(mm dia and ! numbers of bars • for column %#mm dia and * number of bars • &< In e2ery floor slabs are interconnected to act as a diaphragm. 3.1.2 nal'%% Preparaton Selecton o# nal'%% Secton%
:reliminary design is carried out to estimate appro,imate sie of the structural members. Prid diagram is the basic guiding parameter for analysis ;both appro,imate and e,act< and is presented belo0. Slab or limit state of ser2iceability ;deflection< criteria$ Span 6 depth ratio Q U V =here $ $ $U$ V are modification factors gi2en by IS !"#8 ())) @ (#$ for continuous slab WIS !"#8 ()))$ C98 (&.(.%;a
U @ %$ for pt @ ) WIS !"#8 ()))$ C98 (&.(.%;d
Tae O2erall depth ;7< @ %") mm Beam or main beam 7epth of beam @ ;% 6 %&< 9ongest span WIS !"#8 ())) C9 ((.(X The section of main beam @ (&) &"" mm$ (&)!)) mm Column or main column d @ 16* to 16%) 7@ &())6 ;* to %)< @ !)) mm to &() mm Adopt Sie of Column @ &") &") mm and !))!)) mm 3.1.3nal'%% Output% Ba%e Reacton% Table
Ba%e Reacton% an!
S..
% ( & ! " # * ' %) %% %( %& %! %"
Store' Dr#t% Table+ 12 Store' !r#t
Page 1, of 34
-tore -tair Co!er -econ# Floor First Floor
NNI
Storey 7rift ratio for all storied are checed as defined in clause 8.11.2 IS 1A@32??2 .It is found that storey drift ratio for all stories are 0ithin permissible limit ).))!. O?. All the reaction forces$ drifts and deflections are sho0n in Base Reactions are used to 7esign oundation
Secton% $orce%
Typical analysis forces of beam6column and slab are presented belo0. All the beam6column forces are presented in NNII
$"+) Drecton o# #orce% n Beam
$"+ Drecton o# $orce% n Column
Page 1 of 34
$"+8 <al $orce Da"ram n Column% o# le(aton B
$"+A S$D o# $r%t #loor Beam% n 6227 o# $r%t $loor Beam%
Page 17 of 34
$"+@ Ben!n" -oment Da"ram 6337 o# le(aton an! B
Page 18 of 34
Page 29 of 34
$"+1? Re%ultant Ben!n" -oment 611 an! 22 7 contour n $r%t $loor Slab
3.2 De%"n Output% :reliminary designed sections are pro2ided and the structure is checed for different load NNIII
combinations. The detail chec and pass of all the message is sho0n in 3.2.1 T'pcal Output o# Crtcal Secton%
#TA(S 21* !oncrete $rame "esign !S 4/8:&''' 2olumn Section Design;Envelope<
!olumn #lement "etails Le'el irst loor
b +mm,
Page 21 of 34
#c +-Pa,
!olumn #nd
Top
ottom
S)ear Rein%orcement %or -a.or S)ear/ 0u2 !olumn #nd
Top
ottom
!olumn #nd
Top
ottom
oint S)ear !)ec"esign
a=or;>u&< inor;>u%<
Page 22 of 34
Ratio
a=or %% inor &&
#TA(S 21* !oncrete $rame "esign !S 4/8:&''' eam Section Design ;Envelope<
(eam #lement "etails
b +mm,
#c +-Pa,
"esign !ode Parameters
ɣ!
ɣS
"./
"."/
$le4ural Rein%orcement %or -a.or A4is -oment/ -u3
Top ;+& *?is< ot ;-& *?is<
Top ;+& *?is< 2om)o
Page 23 of 34
ot ;-& *?is< 2om)o
"esign S)ear $orce %or -a.or S)ear/ 0u2 #nd5I "esign 0u N DL+".%LL-".&/EQX
3.1.2
Summar' o# De%"n Secton% Column The brief description of column sections is tabulated belo0. The detailed column section reinforcements are presented in Column Sc&e!ule attached in structural dra0ing section of this report Structural dra0ings are e,plained in NNI
Table+ 12 Column S5e% an! Bre# Rebar Sc&e!ule Column
Spacing is illustrated in structural dra0ing attached 0ith this report
Page 24 of 34
Sies mmmm % &))&))
Column raming :lan and Column Sc&e!ule are attached in structural dra0ing sheets.
Beam All the sies of beams and their labels and corresponding rebar are tabulated in Beam Rebar Table attached 0ith this report in structural dra0ing section 6NNI7. 5ainly the adopted structurally passed sections are tabulated belo0 Table+13 Beams
T'pe% o# !opte! Beam% an! T&er S5e%
5ain Beams Staircase stair landing Beams Tie Beams Cantile2er O2erhanging Beams
Page 25 of 34
4. S*B DSIGN 4.1 General Slabs are plate elements forming floors and roofs of buildings and carrying distributed loads primarily by fle,ure. A staircase can be considered to be an inclined slab. They may be supported on 0alls or beams or in the columns. The beam supporting the slabs are considered stiff and do ha2e deflections relati2e small as that compared to the slabs. The slabs supported on the 0all or beams are called edge supported slab. 4.1.1 T'pe% o# Slab Slabs are classified according to the manner of the support a< One-0ay Slab spanning in one direction b< T0o-0ay slab spanning in t0o direction c< Circular slab d< lat slab e< Ribbed slab T0o-0ay slabs are analysed and designed for this building 4.1.2 -et&o!olo"' o# %lab !e%"n
mportant in$ormation regarding the design o$ slab according to %5*62000 %. Slab is designed for %m 0ide strip (. Temperature reinforcement ;Ast min< @ ).%( b7 for deformed bars along the trans2erse direction to the main bars ;Cl.(#.".(.%< &. Co2er minimum @ ("mm !. If 9y69, Q ($ t0o 0ay slab is designed :esign teps $or two wa restrained slab
%. Effecti2e depth ;d< is taen from the preliminary design (. ind out the loading &. ind out the effecti2e span 9eff @ loN t @ lo N d 0hiche2er is less !. Bending moment is calculated according to Anne, 7 IS !"#8())) 5u, @ , 0u ;l,<( 5uy @ y 0u ;l,<( , and y are the bending moment coefficient from table (# ;IS !"#8 ()))< 5u, and 5uy are the moments on the strips of unit 0idth spanning l, and ly respecti2ely. 9, and ly are the length of shorter span and longer span respecti2ely. ". ind out the area of the steel 5u @ ).* fy Ast;d- ;fyAst6fc b<< #. ind out the spacing for the arrangement of steel. S2 @ %))) ; Y 6 ! Z(< 6 Ast . Chec for de2elopment length according to cl. (".(.% IS !"#8())) *. Chec for deflection according to cl.(&.(.% IS !"#8())) Page 2, of 34
4.2 nal'%% an! De%"n o# T9o9a' %lab
Table+ 14 T9o9a' Slab S5e% an! Bottom -an Ren#orcement Table +
Slab Dmen%on% an! Rebar%
Client Er. Buddhi Sagar Bastola$ EC )"' [CI/I9[ A
Slab group S% S( S& S!
79
99
;?6m(<
;?6m(<
(.))) (.))) (.))) (.)))
".") ".") ".") ".")
Slab Dmen%on% an! Rebar%
Table +
Client Er. Buddhi Sagar Bastola$ EC )"' [CI/I9[ A
79
Slab group S% S( S& S!
;?6m(< ".") ".") ".") ".")
Calculations of sample slab are presented in AEK-/
Page 2 of 34
). $OUNDTION DSIGN ).1 General oundation are the structural element that transfer the loads from the building or indi2idual columns to the earth. The scope of foundation design is to consider the e,cessi2e settlement$ rotation$ differential settlement and safety against sliding 6o2erturning of foundation.
).1.1
T'pe% o# $ootn"%
a< Isolated ooting8 used for single column and may ha2e s+uare rectangular or circular shapes b< Strip ooting8 =all footing c< Combined footing8 supports t0o or more columns d< Raft65at foundation8 Support all columns. Fsed 0hen soil bearing capacity is lo0 and sum of indi2idual footing area is more than ") of plinth area. e< :ile6=ell foundations8 minimum three piles are capped to support the structures. =ell foundations are used in bridge foundations. Selection of footings is made from e,perience but for economical foundations follo0ing factors go2erns the major. - Bearing capacity of soil and -2alues of S:T - :ermissible differential settlement - Soil strata - Type of structures and loadings on them 1ere the type of footing adopted is an isolated footing of sie 4444444.
).1.2 Bearn" Capact' o# %ol The total load per unit area under the footing must be less than permissible bearing capacity of the soil. oundations must be designed to resist 2ertical loads$ horiontal loads and moments. Typical net bearing capacity of different soil types are described belo0. ;ock6 3300<=m2 to %50 <=m2 on>cohesi"e soil6 %50 <=m2 to 100 <=m2 (ohesi"e soil6 %50 <=m2 to 50 <=m2. 1ere the safe bearing capacity adopted is a minimum ())?6m( for the proposed site.
).1.3 Dept& o# $oun!aton actors -Seasonal 0eather change e.g. erosion and mo2ement of upper soil -9ateral earth pressure re+uired to resist horiontal loads. -safe bearing capacity 5inimum depth of foundation @ p=? @1>sinA4= 1BsinA4C D Z@angle of repose of soil$ p@ gross bearing capacity$ @ density of soil 1o0e2er minimum depth of "))mm is mandatory. 1ere the depth of foundation adopted is a minimum of % m from the e,isting ground le2el.
).2 nal'%% an! De%"n o# $oun!aton The reaction forces are obtained from ETABS analysis and the corresponding designs are made manually 0ith the help of EKCE9 template follo0ing the criterion of IS8 !"#-())).
Page 27 of 34
1ere the safe bearing capacity is taen on the basis of categoriation of site soil and peripheral geographical6hydrological features. E,periences 0ith similar soil type and location as the determination of proper 2alue is out of the scope of this report . The design parameters are sho0n in belo0 and corresponding dra0ing are also attached in structural dra0ing section of the architectural report.
Table+ 1) $oun!aton !e%"n a%%"nment o# #orce% an! output re%ult% .
Cocrete Strength MPA Bearing Caacit! o" Soil (#$%&') ebar Strength MPA S$ *-+ro,
.oint /abel0
1
*1
'21'13
'
*'
135814 111215
3 *3 : *-+ro,(1) = ;F<=9 to 259 >? @*-+ro,(') = ;F<=259 to 599 >? @*-+ro,(3) = ;F<=599 to 59 >?@*-+ro,(2) = ;F<=59 to 1999 >?@ *-+ro,(5) = ;F<=1999 to 1259 >?@*-+ro,() = ;F<=1259 to 1599 >?@ >oteA 1Fon#ation are gro'e# so as to %ake si%'licit in constrction 2 ini%% #owels of 19 %% bar is 'ro!i#e# in each face of col%n4 n%bers/ &. All footings ha2e "mm bric6stone soling and "mm :CC base from 0here the depth of footings is so defined in this table.
Calculations of major footings are presented in AEK-/I
Page 28 of 34
79
$"+ 11 Eont *abel% at #ootn"
. CONC*USION The purpose of this building is mainly residential as 0ell as small scale of commercial 0ith limited resources. 1ence due to high cost of soil in2estigation actual borehole site e,ploration and the determination of bearing capacity of soil is omitted and adopted 0ith the e,perience and 2isual inspection of site and local possibilities. The frame system analysis is made 0ith an 0ell po0ered soft0are ETABS /%.Attempts are made to economise and simplified the construction ensuring earth+uae safety and adopting common materials$ common sections$ and schedules. 7esign process is interacti2e process of selecting frames and checing for loads considered. inal safe checed and passed model 0ith possible minimum sies of frame members and minimum reinforcement is adopted. 1o0e2er this design is safe against earth+uae no doubly$ ho0e2er more iteration are a2oided in selection of members 0hich mae a little costly but not more than %).
Page 39 of 34
oundations and Slabs are designed manually 0ith the help of e,cel- design templates made on the basis of IS !"#8())).Client is suggested to employ super2isor in the construction periods to ensure the +uality control of 0ors6materials 0ithin a limit. All necessary calculationsD analysis results and design outputs are presented in anne,es as a Adarsha.pdf 2ersion of soft copy file.
R$RNCS Boo>% an! Eournal%
%< \ain$ A.?-
R.C.C 9imit State 7esign$ em Chand > Bros$ Rooree$ %'') (< Shah > ?ale- R.C.C 7esign$ 5acmillan India 9imited &< Asho . \ain- Ad2anced Structural Analysis$ em Chand > Bros$ Rooree$ %'') !< S.S. Bha2iati-Structural Analysis- II$ /ias :ublishing 1ouse :2t. 9td. "< /.. /airani- Analysis of Structures-II$ ?hann a :ublishers #< S. Ramamrutham-Theory of Structures$ 7hanpat Rai :ublishing Company < 000.csiamerica.com *< Bothara$\itendra ?umar- :rotection of educational buildings against earth+uae$SET-epal publication '< Shrestha$ 1ima -Retrofitting of common rame structural houses$ SET-epal publication Co!e% %< I.S. !"#-())) -Code of :ractice for :lain and Reinforced Concrete (< I S. !"#-%'* -7esign Aids for Reinforced Concrete ; S.:.-%# < &< S.:.&!-%'* - 1andboo on Concrete Reinforcement and 7etailing !< I S %*'&-())& -Criteria for Earth+uae Resistant 7esign Structure "< I S %&'()-%''& -7uctile 7etailing of Reinforced Concrete Structures subjected to Seismic forces #< I S *"-%'* -Code of practice for 7esign 9oads for Buildings and Structures :art %- 7ead 9oads :art (- Imposed 9oads < BC %)" 8%''!- Seismic 7esign of Building in epal *< BC %)* 8%''!- Site Consideration for Seismic 1aards '< BC ()% 8%''! - 5andatory Rules of Thumb Reinforced Concrete Buildings 0ith 5asonry Infill Tool% CSI-ETABS /.%8 The frame analysis and design of this building is made 0ith CSI-ETABS soft0are choosing the integrated IS codes of standards. The inno2ati2e and re2olutionary ETABS is the ultimate integrated soft0are pacage for the structural analysis and design of buildings. Incorporating !) years of continuous research and de2elopment$ this latest ETABS offers unmatched &7 object based modelling and 2isualiation tools$ blaingly fast linear and nonlinear analytical po0er$ sophisticated and comprehensi2e design capabilities for a 0ide-range of materials$ and insightful graphic displays$ reports$ and schematic dra0ings that allo0 users to +uicly and easily decipher and understand analysis and design results. The entire building structure 0as analyed for gra2ity ;including :-7elta analysis<$ 0ind$ and seismic loadings utiliing ETABS 2ersion *.!$ from Computers and Structures$ Inc ;CSI<. 5ajor success story of soft0are are shortly e,plained belo0. ETABS is used in the structural design of the Burj 7ubai in the Fnited Arab. The Burj 7ubai To0er is the 0orld s tallest structure$ passing all pre2ious height records. The entire building structure 0as analyed for gra2ity ;including :-7elta analysis<$ 0ind$ and seismic loadings utiliing ETABS 2ersion *.!$ from Computers and Structures$ Inc ;CSI<. ETABS is used in the design of the ne0 5useum for African Art on ifth A2enue in e0 Hor City ‟
Page 31 of 34
5icrosoft Office E,cel Templates8 The 7esign of oundations and Slabs are made 0ith E,cel-Template prepared by myself. The so prepared design templates are based on IS !"#8())) - Code of :ractice for :lain and Reinforced Concrete
AEKES %. AEK-I-Base Reactions and 7rifts67eflection Of Structural Elements ;Soft Copy< (. AEK-II-rame Section orces ;Soft Copy< &. AEK-III-7esign Outputs ;Soft Copy< !. AEK-I/-Structural 7ra0ings ;Soft as 0ell as 1ard Copy< ". AEK-/- Calculations of Sample Slabs ;Soft Copy< #. AEK-/I-Calculations of Sample ootings ;soft Copy<
Page 32 of 34
Er.-uddhi agar -astola E( ( #G +05
Er.-uddhi agar -astola E( ( #G +05
Page 33 of 34
2693629 15
