TOS 5 Unit 1 Doubly Reinforced, Flanged Beams, Coffered Slab & Flat Slabs.pdf

Architecture

1. TOS 5: UNIT 1
DESIGN OF R.C.C.
BEAMS CONTINUED

Objectives

a) To Understand the Need for Doubly
Reinforced R.C.C. Beams and their various
Applications. To Design Doubly Reinforced
Beams;

b) To understand the need for flanged
Sections and the Advantages and Dis-
advantages of same; To Design Flanged
Sections as T Sections and L Sections;

e) To Understand the Basic Concept of
Coffered Slab Construction, 1.5.456
Clauses for such Slabs and the Areas of
Applications of Coffered Slabs;

d) To Understand the Basic Concept of Flat
Slab Construction, Elements of a Flat Slab,
1.5.456 Clauses for the Proportioning of a
Flat Slab, Structural Action and its
Advantages and Disadvantages

2. TOS 5: Unit 1: Design of R.C.C. Beams Continued;

LA. Doubly Relnforced Bear
11 Need ora Doubly Relnored Beam:
Comidr the Falloning robe
A 7mm Wide RCC Benn tbe provides over an Ec Spl Supported Span fen to cry a
Sence aad akin Design he Depth and area of tein Tension

1 een Bene LER LEAST = SLI

n= A Sam, do 445. mm (eve) x mm [Main Dar]
ence de »400-25.,x2ömm «dm.
3 An MR (MA REP de 151 87 10/087 x 500x081 LAS) = 969mm“
Provide no 2mm bas +290 16mm ar (2314) » [2 201 1030
Now Imagine another Bem in the some room, hich hs a effect pan of 2m Aut with th same Service
1004 of aka

sa
2863 10"= 0194 125123040"

Ge = 612mm. do» 612 2mm (com) 3 20mm (Min rs) 650mm
weve! now et suppose hat or sme reason we have toi the depth to ad (One ote reasons
bing to maintain uniform det fr athe Beams in he oo)

ow do we erase the BAR the Beam?

1 Incense the Wilh 208.3% 0" = 0.138 125 xb 4S" (Consider de = 45m)
2 Aisen Would ou sch a Wade ear?
2. Can weinereoe the As increse MR? No that woul make the Beaman Over Rice one and
lend o sud fare of Concrete pon incest of sence Load. Over enforced Sacs or nat
‘recommended by 1.456. Tre MR O1 Sections United tothe MLR Fa Blanca Secon

‘The MAR of he sections then Increase by strengthening the Compressive Concrete Zone by ang
enforcement Hence, Rifocement s pros in both the Tens and Compesive Zone

RC Sections where steels provided ln bote Comprev ond Teale Zone ae cole DOU

(We sha study the theory and arithmetic behind these sections ite ter on)

a2 Application of Doubly Reinforced Bea:
Doubly Reinforce sms may be ein te oui ates
1. Dpto Beams oto exceed species ale ue tothe folowing stations
5. Moinain depts of lam the some aan Architectural eur: 1 3)
© Depths Restricted dueto Head Room Problem
1. Mezzanine Foo (ig 3)
2. turas WE: Landing Boas (Fg 3)
3, raking lors (2)
2. When TheBeam Element is Subjestd to Reversal of Stresses dueto
1. Graône Member ina Fame due to Wid Fa 3)
2. fin of reas Elements (Fg 4)
3. Moving loads on Brides
3. When BM Changes from Positive to Negative Supports
1. InContnuove teams Over Suppor 45),
2. langes Beast Supports main lange infective st goes into Tension Rain Conjunction
wit Notes on Range Le, Beams 95)

‘oss var Doy Rel Flanged ca Code Creer)

4. 183 _ Arete of à Doubly Reinforced Beam We inereae th M OF RCC. am by providing
Reifocement called Acre of tel in Compression) nthe Compressive Zone Tapas o Simple
Supporte Bram and Str n cave a antes)

me Molt scons ow due to e

1. Couple between he Copceein the compression zone ad stalin th Tension Zone
2 Coupe between the tal inte Compression Zone and Stein the Tension Zane
Cora Sy Riten Cana Sel Compresion Zane
pore

ai — — tee Far

de: Lave Amin te wo ses

a
Deut Rerocsd RC Sean Sree Bock Diem Stes Bock Dagam

Sr rar acre tr area IR Singen cl tren he to ses
(ef Bale Secon = BU OB de + REX ASE (Ge) (he seen compression zo)

MAR (Doa Reload) = MR (Balanced Seton) «MLR Moment du to Couple between AS and At)
MAR required 8 Mmacthen
Mimo = MA Doty Reinforced

sc fie xl wer

Lad Assumptionsn the Above uation
1. Stress strain Cuv the Some or Stein Compression and Tension
2. Yeltes in Seis the same in Compresian and Tension
3 Modus of latin Stee E the same in Compresión and Tension

Aa Stress stein Compression fc (How des one cakulae 1567
1. Suesssinstetin te Tension Zone are taken 250871 (0.7 i prt factor of safety 1/15)
2. Stress im teenth Compresion Zane ned a be lowered the see bore wi buckle Between
the Sheor Stmups The vale of Compressive stress n Sel must catespond the sin intel at
500 are as gen inthe tae blow
= Distance of entre o Compressive Stel rom top Compresive Concrete bre as shawn above seth

ya Win? else

story 41 N/mm | 385 Wan? | 353 num | 3020/00 | 329 mm

dto 00 win? | 24 want | a12 Winn | 395 we | 370 mm

Eee ann CSF Creer)

5. Aa Designsteps tor Doubly Reinforced Beam

1. Calle de nased on do gen o asumes and rows of steel assume
cute Ral = 0134 KK de

2. Chute toad onthe Beam Factor Lot Ed Su, fective Span and Bay

2. Prove that MR CRM mays we need to Doubly Reinforce the section

4. Cakulated and Je an ir fe corresponding to de Inepolato when necessary

5. Cakulte Stee (se) required in the Compression Zane y
(B Mmax- M balance) «sx Ax (ed. Force Compression Lever Am

6. Callate Tota Steel in the Tension Zone slow

Ast or Ab = MAO BI dex OTT (ASI = Ast = At or Balance Section)

Galette sz 1o Balance this Seton we wi have to provide AZ nens Zone
AA
(foreinsteelin Compresóve Zone ore in Stein Tense Zoe)

7. Desi for shears we ió for Sl Reinforced Beams

8 Make Schedule and Draw Renforcement Data

Problem. Design the eam F2 3. Double Beam fom the plan 1 shown below Asume
depth fsb Sa 20m, standard oo ish of 125HN/n- Tne Beam supports a bik wal 10mm

‘tek Moor t Noor Height = 3 Dm Consider Lie oud as AU The Depth ofthe dean st be ested

um
1 rar
oes Bock |
5 tum j
| otc Bock
‘Semen
Sian 53 Siam 82
once ck
Ems ¿icon a
Youre os |
sh 120000 Plan 1
xo
SR ar

6. Jesse toed ana ama
2 ensure | + (6590 + 20 = FRB am

chars ctiocteomnemben + E 1 AR, | aan
cuhtwibeftan = | de | - Sommes + 60 = 10 = mn
Waitt Moore = de = 3000 = 0 | ann
3 mim an anna 227 am
2 mem = 08 x 125 vm? 5 sm
2 Gwin mn aim 2200 wu
à seen = Où no a 2 2 ia m
A E TE
señas AA | as 57 + 10 Mom

3 Jerome ned a acy nore

ans there ba Need to Dub Pre the nam
Teste 6/4 and Internat on cuts
ed. om
Irtepolterer ou > a2 41251 mnt
Te cn fala compre As
Minx = mas mn en We
wen - mm nm aus» a
Provide A m0 46 Tor + 3m 28) Tor
sas oa x a0 - serie [es sem
‘oss var Doy Rel Flanged ca Code Creer)

7. [estate at for Bend Sci wd A les Joa TOA nd provi the sam

e TARTA te re en
TTT wave ma x 087 x y= Melrose) x he

pro la 9]
HET TES
7a [seating wo Ses Fores Utne

Ta JE oem ne
= mm o A
rra ore diese, Bars
Ta ese a sald Do Sur reg
25] os? [INES TETUETTTPRERRA nimm
Ta [ene woe ime herby Conca > Vs (mae Sar yee
rode 2 hemmt Simm Sm @ de leatoftheteowne
AS Pr u = mm
Bean] Beamsizo | Botiomsteel Top steel EXE
2] 20100] tw 1 0] 2 m0 1 Ea wee = 8 amoo
afm m dls mas tle 1 ce
Draw Sketch of Rene men.

Creer)

8. ff a =
4

bee pe LJ
gree Skea GR SEA Secon

Problem 2. Deson the cum FB from he Hostel Bling The Sec Land ane Bam Am
‘Design for Reus on. Take dep of Bam = tO Te Beam ha cer span of DB and esting

okey À
CHERS

Dern cn À
7300 «3020,

Pess

LD pus De

=

Since Laadis ge, no need to callate the Load

CE Teste mae aaa
2 do Ge u

Tesi tote tn

2 chebatemmauspers | = 7060 + 300 = hm
Eten = w= 20 da

Factor oder Desig tod = 45 Braid = Fo = 6300 um

Tatas EA ar 7

9. 3 [Prove te Need Doc aoc

a tre eto Doy note Ba
Tesi ed mare enden
EEE om a
A 00m à ae a ne = Ana mm
3 Tee Annan Coren a
CET om nes Mn

CRETE ans node as a
trove (2! no (G0) Tor + (2) ne 28) Tor

2 x m 2s 0 asoma nr |
TE er A on A and Toast nd re te sam

fe mr ms ne Oe 0 Om x Oe
Tas max Asche me

To lem te els lau! sueur tune]
Vie Tavo naar ag fo Shan Tam sami ge nm Sup Tine (mau
{alata isnot nee) or mel ut tomas the Shed.

[ero seo

Bean] _Beamsite | _Bottomstee! Topstel Shear stirups

mano x fe m à [2e 2% 82 ums © 8 sm
am m [210 » aloe ws de

Draw Sketch ofReifercement. (Nave nl rai eve her]

1.8. Flanged Beams:
151 Arithmetic Development ofa Hanged Beam
An Offer Roam of se & mx 106 to De pode wth a lo supported on Brome spanning coste
‘am dimension of he oom, tw intermediate Beams ond two End Bom

1 The clear span ofeach 10600 2250) /3 = 330mm

3, Consgeing Sa ines mm aná henc lod of 3 km, foe Fis ive Load of 121
‘and Ak Total Lo rra othe Beam rom he Sab (3. 125 8} «361 = 304m
Consider the sleight as fm an ick Wal Load LR So Total Loe @ m
{6800+ 230 Am
Bmax 15 897.0878 «88 10m
The Depth required meet his BM = 768mm which vé mate the beam very deep

‘Toss var bec Remind Flanged ca CDE Fe Creer)

10. bref 250m in ow in

To Reduce thi delete at a wt of 100, hen

3 Mowever os AU ot related othe width and Ast = 349m
0m win

10. Now Consider the Gamer ofthe Beam inthe fotowing gran. have considered. depth of
500mm. de» 5m, Stel equals Cars of 25mm, et me arene se 6 rs nro

{|

A |

(orstucional Development Flanged Beam:
{stings KCC ors, Rots, Whether lat oF oping const of Beams ad labs that are usualy cast
monolica.Formorks ae erected for Bears and Saba together and concreting done one
Operation tang Wom bottom a the Beam 1 Top of he ib
‘Structural Inte: Sup and Bent up Bars rm the Beams extend rt into the sat
Flange Ration re eslin an hat ran porton othe sib acts together ith the eam
resisting the Saint Poste Bening Moment a mid spans and acts the a ange ofthe Bram.
‘he portion of he Beam below the Fange sou as he Web.

Team When the Slab and hence the Flange cœurs on bth des fe am as incase ofan
Intermediate Beam, The Section ols ie a Y Seton an sc aT Beam

Bea When he Sb happens o be oly on ne side ofthe an ains fan ute Mos eam of
the ab the Beam loots he an verted Landis» own as al Beam.

mar Wa Cate Beam ith Ib cat monolthialy at the top act ke ange beam th he

action ofthe dounward1oad? No, a5 na Cantilever beam, the Compresion sat the Bottom and te sa at

est the case deserbed above at he tp that sn the Tension one where Concrete does nat tin
resisting Tension. So fora Camilever Beam o aaa Flanged Beam the ob hast beast at he Soto of
the Beam,

“oss var Dorn, ng eam Crd rs ‘apie Ararat

11. 13 Advantage and Dischantages oa Flanged Beam,
Advantages:
1 Durability Sa ad Bem behave monica hence no rack formation acusin the top zone
leading oDurabity
2. Reduced Beam Depth: Ashe Mange acta prt of he Beam we can reduce the depth af the beam
leading o more Head Room Space below and es Larger Spans to, We an assume depth TL
eam between Spany12 1 Span/6
3. larger Span Fr Larger Spans Beams ar prefered over Rectangular ars athe mi span
Deflection is rent Reduced
4. Sarlo Moment Resistance: Sb aná Bam beng cast mono the ange thes u
compressive stresses and the Beam moro fective in esting Sesing Moment ofthe Beam
Dladrertanes:
of lange and Web due o change in Cross Sectional Ae. ating soul be one careful tenure
2008 Bond
2. Poor elm Resistance: ince the Beam and ib re Cast Melia these Beams ar weak in
3. Not Apropriate for Continous Beam: Continous Beas have to be designed for Negate BL
Imax athe supports, which s the Determining Fat. T Fane in concete pos into he Tension
Zane whch ot such à god idea and doesnt benefit ue at. tthe support o Continuous
am the faa acts Rectangular am and nd to be Doubly Reinforced xine in
pont3 and 320 132

1D4 15456 cures for ranged Beams;
Asa, which assumed to ctas a compression flange ofa beam of beam, shall sty the following
ean and Sesma
1. General
The ab shal be cst integral with the wea the web andthe sb shall fete Bonded together in
am other manner and
ifthe mal reinforcement ofth sabs paralelo the bea, transverse enforcement sal e provided.
Such reinforcement hl not e ss than 60% ofthe main iforement mid pa fe
2. ective With ofFange:
butin o ease greater ha Bad ofthe web shal the sum ofthe clear distances te he adjacent
baron thera,
a. For T Beams anal between the oliowing two
A blo «bu 60
o. For Leeeme sale between the flowing two
1. For Beams 10/12 + bw 301
2. bw sa he distance tothe adjacent beam on onesie
bt fective wth of flr, lo distance between points of ero moments inthe bear,
tw bread ofthe web, DI- iker of ange
Accordingly, ee diferent se aie ou of the postin of the Neu A
1. Net us Within the fange sabe. Xu «Di
2. Metal athe bottom fhe ange = DY

‘oss var Doy Rel Flanged ca Code Creer)

12. However, ur slabu rest us to cy the est to ass Inthe fist wo eases and sw ignore a
(orte below the iwal or aring o ense tress, the Beams cts hea Rectangular Bea o With
1. MRconcrete= 013 ek xe?
2. Mel» O87 at xd

unes] nes (Kemer

Diferent Positions of NA andthe Beam Sections Thereot

15 Stepsinthe Design of Tandt Beams:
Cake de based on do gen o assumed Le. ler Span/ 6 to Clea Span/12 and rows of ste! assumed,

lat BM
Gack or depth for Faure by MA 20.134 x bt Ge?
ssh ofthe folowing incazeofT Beam;
1 Bale bu GO
2. shal the sum ofthe lar distances tothe adjacent beums on ter sie
ass ofthe folowing incase of Beam
D For Beams f=Ie/2 + ba + 30F

2
A

6
2

9, ee arme that Yu < DF We wil ave to prove the same wing the susto or Neutral A
nes of ange Beams, the tem bor widths replaced with (width of ange)

Problem 3. — ls Room of Sue 12m x3m sto be povided wth a sob supported on beams spanning
‘cos the tm dimension ofthe room, to nermedate bars a two en Benne. Asse Porto
‘oor eg = HO0mm, Acme Sa Ihres «Anm a ive Load AM Every intermediate Y
‘Beam 110 be designed for Walla of 30mm U briwork an En Beas or 230m UN
iu Dsgn the Intermediate T Beam FB2 Tak depth as Span/5 rounded off tahigher mutige

‘oss var oes Rewind Flanged ca CDE Fe ‘Copied Arar Ca

13. 2 Jesica la =
3 cure we. mme (ue

[ese an ns wna rd

Depth afte Se do. ab menes + as adm
Ha ST = Horta Poor ane fo = 0000 50 = 2e
1 sortes "lo. 2 mr
2 htm "| 12m = sio
5 veined = 407 x | aim 2 teas um
ecoredorDedgntoad + as u uslommim era: a
Tesi ar

Copied Arne

14. 5 [ieee torino

me em

‘ Den |
de 2 msnm < mn > damefie Tordepthammes,

ETS
Cay On SCC HT UNE a

Provide 0 m Mm + 7 m 25am
HET TT
Ta titine vu Sher For Ut

Te ening sente Compare ns
> w a ay, gg N
a nm am or
Ta [esate ots and Deen Shee Serge
De ai» DE SEO yoy [ROTO HET
Frame ables [BT fen a
pas| oon Lee see)

ae W ae Ss by Cone) vo [Uma Shear Sa

es Wo We Betas 1 ww

probe 2 eed mm Sia ea the along
2 Mmm Pemissbespucng of Sree 15456 2000 mm
Doms ys ne OM à soos à? à + Sa mm

Beant Beam size Ser
a CS E
* 0, 8 120 de

15. 5 Jene postion of 2 rove win the ge

[ence Neun cs Within Fong
‘raw Serchof Referee

Problem a. Claes Room of Ste 12m xr tobe povided with ala supported on bam panning
‘coms in Om dimension of the room, tw intermediate beans and two ed L beam. Assume loro
oor eg MO0mm, Ame Ss Thine” rr and ve 100 kN/m? Every Imermedate T

near Desig the En Bear FBL.Tak depth a Span/15 founded ot higher muii of sm

3 Jestclate do and de
2 Jesse Le

A AI II
3 [estate service Load wand Design Load ra.

Demhefhetäem = do | amis

= ja

NE e
2 Mena à 2356 «nam dtu
far eee a mm 2 am
à sa. = 08 eal & ere
5 Mate |= où x am x à aa ıum
cortesia «anes à elements Mr mm
“1 Teatctate Bm
> a à à" mn
is one me, os che. ne + Lom

de = mom emm > tl pasan]

‘oss var bes Ral ng eae Corea

a Creer)

16. Tera
Provide 2 m Mm + 40 mm
2208 mm Caves = run |
per
32 ang vu She For Uae
Ta [ngs Sees Compare Ranger
FREE Tr Et rar Gens
Tz [est stn teh Song
ome bier [E] ENS a
Est es
Eso] os Ce = ana arme
Sa eee cant ay Coe naa Bee
Wen Won Wee a
ponte 2 Ue mm sr © de li
pal arenas? ore
Bean] teams | —_sowomsteet Topstet ENE
FR PC ee
sm na e mod
epa rom wn e nn
ern INC IEEE
[ence newer Wining —
105 Stortcoming of Doubly Reinforced and Flanged Beams: Reston indepth hs te following

1

AS increase a At = MAJOS] à y xDSL de. Ak Jde
Spacing of hea Straps decreases. Spacing = 087 x As de Aus Spachg de

[oss var pec Ric Flanged nnn CDE Fe Eee

17. Le. Coffere sta:
ACA” Medef Cale Sb: Weave aros ten hat when we prod a db over aroom si tm x
im to make more economica we ned to proud Dems a about rm interval Th reduces te depth
teams be ide? One of the Methods weds called Cofferd ab Uns
62 Astmetc Development of Cotered sas Let me puts ina seres of steps
1. ist den the ib (he one over te room o ive Be x mie normal two-way ab This woud
then be the fin schedule of ue to.

[Step 5: Schedule of slab

[suo] Depa [Steele shor span | steele long pan Remark

Naam e oros
Ga lores adore mada Bi ek

i To way sab]

Proving 2 abo depth 270mm dos not make sense One of the assumptions of RC. Theory sha the
Concrete inthe rea below the neural a doesnot tke pain ting up then stresses enc, Lan
remove thi concrete rm some areas and pack he reinorcementnsmaler areas tht woul ave for
ting te enforcement
2. Xu D déde,de «270 15~ (10) = 250m, Hence Xu #06 20 = 115mm
53 Aspe the above schedule reque about 880mm" of steel pr 00m, No o rs er 1000mm =
1000/80» 125, Aes ofstel 12637285 «Ame ence Ino 20 bar
poston every 100m avn. a ib ol 100mm in wich sal put 3 br 20mm. And the Sketch
forthe Sab wouldbe a flows

Cet Bete Nr Rad
nd Rb fen Read Toren Sa, has Dah Rei

coda aaa
|

Le

However, is would ear we robes
1. Overcrowdngofrelforement inthe ib; No space between he bars
2. Requirement of Shear Reinforcement inthe ib ar Sar willbe quite high (have not acted he
Scr fore ar Sher Ses)
3. Heavy Formwork
Ime answer could then be that
1. Increase he depth ofthe lab to maybe Span/20 0 pan/1. In ths cae AS Tis would es
3. Lessershear stress as moe ep of thers vale 1 ake cae of the Concentrated Shear
2. Incense the space between the ib. 4. lets make panel os 650mm and rid 50m 20
total of 1600mm. Therefore Reinforcement requires would 720x 16 = 1S2m and hence about
bar of 2mm per Lm. This would he usin wo ways

‘oss var pes Renin Flanged ca CDE Fe Creer)

18. 5. Adequate space between the reinforcement
‘The Section for such a sib would be then lows spe our discussions above

Tu!

163 Ribbed Sib, offered Sab and Wat Sb;
Recording bated onthe same concept the following are the tees type of be
1. Wien ib are prodedin one ection ony, when y/OZ and we are using the above concept to crate
2. When ibs are prodedn both directions, when 2 and we are using the above concept to rete
‘ow db spanning both rection Such Sa are cla Cotere Sab
Gore Slab Such Sas are called Wal ibs,

IA. Blocks and formers maybe o any suitable material Hew cytes o Uv ier ype shal conform 915
3951 (Pa
18. When required to comrbute tothe structural strength of ab
+ They balsas sent oat eat A/mm mensred onthe net section wen aly
londedin the direction of compas ess in the ab
15486 Page No Clause 30.8 tates the flowing about th ibs
© Scans Portion of ibe
nt ibe shal Bees tan Emm wie They shal be paced a centers not greater than 1S apart and
thei depth, excdig any topping. hal be nt nore than fur times the wih General sabe
formed along each edge parle spon of one way sats. When the ede ba
beam ab atleast as wide 2 the eri sabe formed along the edge tes points are summarized
bow
> Minimum wat of ib ES
1s ene to centre dance betunen Rb» 10m

ai] 24xb1

l > smn
"466mm

118.458. Clauses for Ribs in a offered Slab

Eee

19. D. Se ot Agregate Page No 1: Cine 533
Im concret elements wt thin scons, desl spaced renforcement ar small mer consideran shou be
ven tothe use of 0mm nominal maximum se
165 Stucuataction
+ Thinsla at the top rests on te ed fb. These be havea continuous beams sting on eh thet.
1+ Benin and shear in both decor ar the ital structural con Bending for one ni an urn out
sing or the prpenlclr one.
2 Card sibs are ciones near e main Beam to ei negate BE
Core ibs cout as have Grid os Paced Daponal though the ame no as fective sa
stright Gi.
‘The Cofre sab is use in pers, pro garage, commercial ond indus bligs big, residence
an otr structures equing extra sai.
Te main purpose o employing ths technology o its song foundation charac of rack and soi
resitance. rid abe lo Pl a reste mount of lod compared to conventional concrete sabs
+ They can be wed a oth ling and oor ab.
‘+ They ae used inthe ares where les number lolis ate provides,
‘They are used inthe ares, which have huge span
‘+ They are abo used or special projets that nove clean rooms spaces eq Sesion rm
law rennt braten o those needing ow oor defections.
+ Te core rds often used indes and commercial bung.
Herein am producing the contruction of Wall Sa Herein the form works made of Plypropvene re

‘oss var Doy Romie Flanged ca CDE Fe Creer

20. 67 Advantages and Diadrontages

Span Wai of Color lbs ae ale to cry heer los and pon
abot thee ere a in weight
= Lange Spans Suitable for spas ot m 26m; longer spans may be possible with ost senorine
© ésonoméah The are ato economia asthe amount of concrete and ste seduced as compared o
sh bs, saving 1% concrete and 10% sel as comporedto vadılona T beams
+ Lt in Wei; These systems are ti weit and hence considerable sans ensure nte
Framework ht ramewerkistequre,
Aesthetics: The Cofre bo Great Vil Experience athe Bottoms re el expo
+ sles Labour Regula; Construction requires si superision and seg labour.
1 Economy tin Sis in Small Corton: The cating form or ml require for precast
tater yn bc anol when agra anton oma mt
1 Recucnd Headroom Headroom seduced henenceased sory height
Ling Design he wae cing creates podem inch ais and hanging pipes rds

LD. Fat slab Construction:
141 Arkthmei Development of at Sab Construction:
Lt agi examine the 7.2m ng span beam 2 ofthe Hostel Bali, these were then few ofthe al
stone
‘do actumed rim, de attumed = 545 mn, Et san le 7.431, = ten
© Aecoringy, Maan 4.00 = 444.010 mm
2 Men ve cet e depth par MLR = 0.134 feb, de - 770mm, aná - 53m
> Vie si ani we wantto elche depth we would have to Duby Rinfoce the Section nado,
we alread designed this Beam as Doubly Roces Problem 2in is Unit so,

‘oss var pes Rewind Flanged ca CDE Fe Eee

21. 2 ation i tat we cold tena creas the with of the beam General we assume the
id and caleta the depth,
‘am deing Wis nas o with inthe allowing seis and presented it raphael. One must
remember tat while the MR Is proportions tothe win, Pr eue

jam

TJ =

bers met

lt we wanted to how depth ofthe eam as depth fhe sab we would have to provide width of bout 8500

is practical imposible. Si we realy wanted no ams proLruding out ol ne Sub we would have to

Increase he depth ofthe sab as 1 have reasonable with ofthe eam e. B takina dos240mmaná de»

220mm the with fhe bea would be only 618 120mm o each si, Tier on calle as

coun stp

1. Sub Depth wi have to ras

2. Shearwit hive tobe taken car ot

ence im warehaues, office and public al sme are ace avoided and aba recy supported

by columns. Mis typeof onstruction sextet appealing ao

1442" and pee is wh ar ety npr te cats ts
‘he Column ead some tes widened o reduce the punching hn ted Ihe widened portions
architecture bt or he des, once I the portion at 5 on ete side of vertical ny sconsiered
ete forte design

2 Moments inthe abe are more ner he clan Hance the abi ihenad ne
roving the ops which are Cle Drop

cum by

a) Meat
persas
come EEN | Coman
Ta ERES [7 ES sa without
FE | ricm

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tr, | wat coum
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stot cou

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2 0 ena II
1 Cea mon ae 143 Panelof
ans

"oss var pes Remind Flanged eee en rs Ca

22. ‘he portion of at ab that bound on each oft four ies by contr ines jaen lun ical a
nl. The panel shown te flowing gu hasse L x12. A pal may be vided no clumn trips and
ride tips, Columa Sup means desen sip having ah of 0.25LL oF 0.2812 chers The
remaling mide portion, whichis bound bythe column stip, cala mide ti.

S ade suo CNS rn

TIER}
se Srp
A
ide Srp
mn 50.
Wy.

poi #8

LLL 7
| zu causer

= Pan x = Parc

aa oponen ofa Bata
(5456-20 [Cave 312] uste lin sidelines or proportioning.
> Overt,
Tne drops when provided sha be ectangtrin ln, nd uv length each direction notes than one
third ofthe panel in hat ection Fo exterior panel the width of rps a ih reso the nan
continuous edge and measured from the centre ofthe colosal be equal to one halo he wih of
drop for intros panel.
2 catar Heat,
‘here column heads ae provided, at portion of the column head, which es within lares rear.
one, o ram entire win te outs e column and the column has, hal be considered or
desinpurose
3 Thickness ofthe Fat stab;
rom the neun of fection cone! 496-200 species minimum thickest in tems of pan to
effective depth at, For is purpose, ger spans toe considered

5 raro as specified in 1215 pode, then the macimum solu ratio urge span to hichness

sa ben accordance 1 Spano Depth Ft Speed Eurer

“oss var pes Rele Pad ca CDE FS Creer)

23. 1 drops ae not provided or axe of drops nat satis e specication 1.2.1, en ra all
‘eed 09 tines the vale pected above,
3 ira sect Min no case, he tines oft bal els than 125 rim

‘Opening ny Ste may be providedin te fat sla titi shown by anal thatthe squires of

strength and servicabity ae met. However, for openings conforming tthe allowing, no spec anal

rue
1 opening of any axe may be place thin the mide al of he spanin exch ection provided he
tou amount of reinforcement eaued fr the panel witout the opening is mäntaincd-

1 Inthe area common tue column sts at mote han one-eighth of the with of tip nether
‘pan sal be iterrptedby the openings The equivalent of enforcement interrupted shal be
added anal des of he opines,
reitorcementin eher np sale itrugrs bythe openings. The quien of relforcement
interwupred sal be ed ona ies ofthe opening.

145 Stuuralacton,

Y iaa subjected to bending Between to supor/columas and shear athe junction of sa and

2. Totate cate of bending the strip ning columns ae dersl reifred and are called column sips (t
acts as à hidden beam). The Juntos require Poste and Nepal Reinteremert

3. Totate care of shear the cairn heads widened o ations thitnes of abs provided tthe column

sb junction,

145 avantages and Diadvontages over Sa Seam Colin Construction

«ces /Avertages/ Applications

2. Incrssein Gear Mel tations where increased clear height isrequited without changing foe o-
foot het o suucute. ES. "Underground Godows were which have smaller headroom. The Obstade
Seas might inde bath instalation lente Pipes, AC Duclos ells easy Movement of Material

2. Bear Obstruction; Services can be int witout abstction nice Spaces

3. Simple onstruction, Foemwek of bear ca e avide and placing o enforcement becomes ey

A. Aastha: Pn Coll ies Pai Appearance

5. Econom lt ib Construction ds tte above adiamtages prove aconamicl upto x span 10m

However amiscnceptin about it ab Construction Technique that t sued most or tc liga

however, can be ued Resident Housing Schemes, Commercial Bing and othe nde

Scies

+ Disévatages
esco ln Openings: Vertical holeshae to be esticted/avoded The Cusesare already spain
Increase in enforcement Reinforcement dense placed everywhere excepting inthe md suis
‘Unacoomial age Span wl make is kind of Construction Very U-£conomical
Siles ofthe structure asa Whol: The Ses of» Structure with at Subs and Calumns much
Less than the Beam lab Column Construction. Sin Statues which ae tall and ene net be
designed for Large Horizont Lod ft lb Construction voies

6. Nodes for igh Re Stuctures Low Sis makes the Structure an aokabe one or High ise

7. Seovceably sues: Some Engineers do nat recmmend at Sasi they have to support bite

[rason wll, res Bit Walsmay develop Vera rack et Facey Long Term Delon

‘oss var Doy Rel Fa ca Code Creer)

24. plain the ned fr Doubly Rinorcnd Beams. pan the various lace where à Doubly nord

Bom becomes necessary

y do the Sees in tein te Compression Zone neto e lowered?

Explain the Advantages and Dsadvanages of» ang Beam

at are the 15456 loses o Flanged Bears vr the folowing abou Hanged Beams?
"When cin Beam be cal ange Boum
With othe ange ofa ange ond Beam

3. Blocks nd Formers

Sie and Poston of ibs

Explain the Advantages and Disadvantages of Cofered Sob

plinth Sutra Acton of

a ats

Drops ta at sad

the Advantages an Dsadvanages fiat Sab Construction,
nin he Various lement of lat Sa Contraction.

‘oss var oes Rewind Flanged ca CDE Fe ‘Copied Arar Ca