67
Re N20 LAB M PLAIN egistration o. 008 – CIVIL MANUA N AND L – / Se AL D REINF ec: FORCE N ED CON Name NCRETE E – I
ReNo
20
LAB M
PLAIN
egistration o.
008 – CIVIL
MANUA
N AND
L – / Se
AL
D REINF
ec:
FORCE
N
ED CON
Name
NCRETEE – I
PREFACE
This manual has been prepared keeping in view the basic requirements of concrete technology. This is
to be used up to the beginner’s level in concrete materials study. Various books and research papers
have been consulted while preparing this manual. If some errors are found then kindly inform the
author on the email address shown below.
This manual contains the basic theoretical information extracted from books, the apparatus required
for an experiment, the procedure and calculation of the experiments.
TABLE OF CONTENTS
1 Introduction to Concrete: ................................................................................................................. 1
2 Job No. 2 .......................................................................................................................................... 9
3 Job No. 3 ........................................................................................................................................ 12
4 Job No. 4 ........................................................................................................................................ 16
5 Job No. 5 ........................................................................................................................................ 23
6 Job No. 6 ........................................................................................................................................ 27
7 Job No. 7 ........................................................................................................................................ 32
8 Job No. 8 ........................................................................................................................................ 35
9 Job No. 9 ........................................................................................................................................ 48
10 Job No. 10 ...................................................................................................................................... 51
11 Job No. 11 ...................................................................................................................................... 53
12 Job No. 12 ...................................................................................................................................... 60
13 Job No. 13 ...................................................................................................................................... 63
1
1
Plain and
INTROD
Concrete possessesetc.
Definit.1
Concrete
Being mo
Concrete transition
Let us dis
a. Coars
Coarsaggregcontri
Theseon the
b. Matri
In simcoarseEach o
i.
Reinforced
DUCTION T
is the most transit prop
tion:
is a mixture
ore specific,
is a transn zone)
scuss the ind
se Aggregat
e aggregategates is to pbuted by the
e are the parte size of part
ix
mple words we aggregatesof these hav
Binding M
This is theparticles incan be def
In case offollowing
If we placewill providwould be load the cthese shou
The most cement) an
Concrete –
O CONCRE
commonly uperties (prope
e of coarse ag
ient materia
dividual item
tes:
s constituteprovide stree coarse aggr
ticles retaineticles but usu
we can say t. This contae been expla
Material:
e componentn concrete arfined as it pro
f concrete cexample,
e coarse aggde some strevery difficuloarse aggre
uld be put in
commonly nd the result
1
ETE:
used construerties that ch
ggregate, fin
al comprise
ms,
the largestength. In noregates.
ed on sieve #ually an upp
that matrix iains the bindained below,
t that holds pre held togetovides confi
confinement
gregate partength. But if lt to hold th
egate particlsome mold.
used bindiing concrete
uction materhange with t
ne aggregate
ed of coars
t portion of ormal streng
# 4 (with an er limit of 50
is a mixture ding material,
primarily thther by this inement to c
is of utmo
ticles in a mof the aggregahem at their les will dropThe mold pr
ing materiale is called, or
rial these datime) i.e. stre
e/fillers, cem
se aggregate
f the concregth concrete
opening of 50mm (2in) i
of all constl, fillers, wa
he coarse aggcomponent.oarse and fin
ost importan
old (form woates are tried
location. Bp down. Henrovides conf
l in concretrdinary Port
ays. This is aength, hardn
ment and wat
tes, matrix
ete. The mai compressiv
5mm). Thers considered
tituents of coater, admixtu
gregate parti The functione aggregate
nce. It can b
ork) and tesd to be teste
Before the mnce, for testinfinement to
te is Portlatland cement
J
a plastic maness, ductility
ter
and ITZ (I
in purpose ve strength
e is no set ud.
oncrete otheures and add
icles togetheon of bindinge particles.
be understoo
t that in a med without th
machine can ng coarse agthe aggrega
and cement t (OPC)
Job No. 1
Page | 1
aterial that y, fluidity
Interfacial
of coarse is mainly
upper limit
er than the ditives etc.
er. All the g material
od by the
machine, it he mold, it
apply the ggregates
ates.
(ordinary
Plain and Reinforced Concrete – 1 Job No. 1
Page | 2
There are different types of cement,
Type-I (Normal strength cement)
Type-II (Moderate sulfate resistant cement)
Type-III (High early strength cement)
Type-IV (Low heat of hydration cement)
Type-V (Sulfate resistant cement)
ii. Fillers:
Fillers are mainly used to fill the gaps between the coarse aggregate particles. These provide better packing and economize the concrete production by reducing the amount of cement required.
The most commonly used filler is sand/fine aggregate. In road construction stone dust is also used. In high strength concrete, where binders and fillers are equally important in achieving strength as the coarse aggregates, some other types of filler material like quartz sand is used to fill in the gaps between the fine aggregate particles.
iii. Water:
Water is a very important constituent of concrete. It is provided for two main reasons, first one is the hydration process and second one is the workability of concrete.
Water is required for the hydration process. It reacts with cement and forms calcium hydrate silicate gel that provides the binding property. Further it acts as a lubricant between different particles present in concrete and allows them to move while in fresh state. This makes it possible to pour concrete in the form work.
Workability and hydration processes have been explained later.
iv. Admixtures:
Admixtures are the ingredients that are used to change properties like workability, flow, setting time etc.
These are mostly mixed with water and added to concrete at a later stage of mixing (in high strength concrete these are usually added in the second step to form a paste with powdered substances)
Some common types of admixtures are,
a. Water Reducing Admixtures (plasticizers and super plasticizers):
These are used for increasing workability with constant amount of water. The excessive amount of water can render the concrete weak as after the evaporation of
Plain and Reinforced Concrete – 1 Job No. 1
Page | 3
extra water voids are left behind that cause serious reduction in strength by two main processes. First one is the direct effect on compressive strength due to reduction in area of concrete available at a section. Secondly the voids allow the entrance of harmful chemicals that can either affect the cement or aggregates or cause corrosion of steel present in form of tensile reinforcement.
b. Retarding admixtures:
Retarding admixtures are used to delay the setting time of cement. This provides extra time to use concrete especially in those construction projects where concrete batching plants are installed at a large distance from the site. In such projects transportation takes a lot of time. Concrete cannot be used after the initial setting time of cement. So in order to delay this initial setting time of cement retarders are used.
c. Accelerating Admixtures:
Accelerators are used to reduce the setting time of cement. This type of admixtures is usually used while concreting in cold regions where the setting of cement occurs at a slow rate. This may also be used to speed up the construction process in order to use the same formwork on upper stories or to open a project earlier for public (e.g. repair or new construction of a bridge)
d. Corrosion inhibiting admixtures:
Corrosion inhibiting admixtures are added to avoid the corrosion of steel. Corrosion of steel affects the strength of reinforced cement concrete in two ways. By reducing the area of steel required to resist the applied tensile stresses and by reducing the grip of concrete over steel that ensures the transfer of tensile stresses from concrete to steel.
v. Additives:
These are the substances used to increase the strength of concrete. These can be pozzolanic materials like silica fumes, fly ash or other materials like matakaolin or even powdered fillers like quartz powder that fill in the gaps between binder particles.
These are usually added in dry state along with the other binding materials like cement.
c. Interfacial transition zone:
This is the boundary zone between the matrix and coarse aggregates. The study of this boundary is very important especially in high strength concrete where the function of matrix is equally important as that of coarse aggregates.
1
1
1
Plain and
Propor.2
Proportand proless strework an
Knowindecided
Hydrat.3
Hydratihydrate
The hycement
Worka.4
This ca
Glanvil
ACI, 19
That pr
ASTM,
That p
Reinforced
rtioning of c
tioning of dioperties. Forength. Similnd settle prop
ng the proped. The proces
tion of ceme
ion process e silicate gel
dration procand their ro
ability of con
n be defined
lle, et al. (19
990
roperty of fre
, 1993
property det
i.ii.
iii.iv.
•
•
Concrete –
concrete ma
ifferent matr example a larly a concrperly.
erties of eacss is call con
ent:
is the one inresponsible
cess begins ole in hydrati
ncrete:
d as,
947),
The amo
eshly mixed which it c
termining th
C3S : 4.0C2S : 2.8C3A : 2.6C4AF : 3
(i & ii) Ca
(iii & iv) R
1
aterials:
erials is verconcrete witrete with les
ch of the concrete mix d
n which cemfor providin
as soon as tion has been
unt of work
concrete or can be mixed
e effort requwith minim
07(CaO)-7.6(87(SiO2)-0.765(Al2O3)-1.3.04 (Fe2O3)
& Si reacts
Reacts to give
ry importantth less amous amount of
onstituents oesign covere
ment reacts wng the bindin
the water isn briefly expl
needed to pr
mortar whicd, placed, con
uired to manmum loss of h
(SiO2)-6.72(54(3CaO.Si.69(Fe2O3)
first & start
e hydration &
t to achieve unt of coarsef matrix will
f concrete, ted in experim
with water tong property.
s added to clained below
roduce full c
ch determinensolidated a
ipulate a frehomogeneity
(Al2O3)-1.43O2)
the hydratio
& give final
a material e aggregate l not be able
the amount ment numbe
o form a pas
cement. The w,
compaction
es the ease aand finished.
eshly mixed qy.
3(Fe2O3)-2.8
on process
l setting time
J
with desiredparticles wi
e to move in
of all compr 7.
ste known a
main comp
and homogen
quantity of c
85(SO3)
e
Job No. 1
Page | 4
d strength ill provide n the form
ponents is
as calcium
ponents of
neity with
concrete
Plain and
a. Measu
Worka
Reinforced
urement of
ability can b
Slump test
Concrete iheight of cFor furthe
Fig from C Compactin
Concrete iallowed topartially ccompared value. For furthe
Concrete –
Workabilit
be by differen
t.
is filled in a concrete is ner explanatio
Concrete Pro
ng factor test
is filled in o drop fromcompacted c
with the fu
er explanatio
1
ty:
nt technique
cone with pnoted down.on go to expe
operties by J
t.
the first bucm the first boncrete. The
ully compact
on go to expe
es such as,
proper comp
eriment num
John Newma
cket out of bucket to see weight of ted weight
eriment num
paction. The
mber 8
an
the two or econd and tconcrete inin form of
mber 9
cone is rem
three in sethen to the
n this partiala ratio calle
J
moved and th
eries. The comold. This ly compacteed compacti
Job No. 1
Page | 5
he drop in
oncrete is is called
ed state is ing factor
Plain and
Reinforced
Fig from C VB test.
In this testuntil the co
Fig from C Flow table
The concrdropped fo
Fig from C
Concrete –
Concrete Pro
t the concretoncrete gets
Concrete Pro
e test.
rete is placedor specific nu
Concrete Pro
1
operties by J
te is place infully settled
operties by J
d on a table umber of tim
operties by J
John Newma
n a mold wid. The time i
John Newma
by using a mes and the s
John Newma
an
ith a plate atis noted dow
an
cone. Then spread of co
an
t the top. Viwn.
top surfaceoncrete is not
J
ibrations are
e of table is ted down.
Job No. 1
Page | 6
e provided
lifted and
Plain and
The w
Reinforced
Slump flow
In this tesheight, spr
Fig from C Degree of
In this tesThen the d
Fig from C
workability isMix waterEvaporatioEarly hydr
Concrete –
w test.
st the concreread of concr
Concrete Pro
compactabil
st concrete idrop in heigh
Concrete Pro
s lost due to r being absoron of the mixration reactio
1
ete slump terete is measu
operties by J
lity test.
s filled in aht of concret
operties by J
the followinrbed by the ax water ons (but this
est is perforured.
John Newma
a mold whicte is noted do
John Newma
ng reasons, aggregate if
should not b
rmed but ins
an
ch is provideown.
an
this not in a
be confused
stead of det
ed vibration
a saturated st
d with cemen
J
termining th
ns for a spec
tate before m
nt setting)
Job No. 1
Page | 7
he drop in
cific time.
mixing
1
1
Plain and
Placing.5
By placand finbucketsvibratin
There a
Thint
A W
plajoi
Oncothe
Hi
Curing.6
As we hydratiodue to wextra amprocess
Differen
Reinforced
Interactioncementitio
g and Finish
cing and fininish. The bas. Then it ing table & po
are a few thin
he concrete sto the formwsubstantial f
With deep pouaced shouldints and plannce the conc
oncrete aroune vibration sigh-workabi
g of concrete
know that won, strength water absorpmount of ws is called cu
nt technique
Adding extrBy allowingBy coveringevaporation
Concrete –
ns between ous constitue
hing concret
ishing we masic process s consolidatokers/niddle
ngs to be con
should be diwork free-fall disturs, the rate d not have snes of weakncrete is in plnd embedmeshould not belity mixes sh
e:
water is addwill be com
ption and evater or prev
uring.
es used in cu
ra water by sg water to stag concrete
n.
1
admixtures ents of the m
te:
mean how to is that concted (vibratio
e vibraters)
nsidered wh
ischarged as
tance will enof placing s
set; this willness in the hace, vibratioents e.g. reine used to mohould not be
ded for wormpromised. Wvaporation. Tventing the a
uring are,
spraying andand on the roby polythen
(particularlymix.
put concretcrete is pouons are pro
ile working
close as po
ncourage seghould be sucl ensure fulardened con
on, either intnforcement, aove the conce over vibrate
rkability andWe also studThis loss of already pres
d covering thoofs ne sheets in
y plasticizer
te in the molured in the fovided by e
with concre
ossible to its
gregation andch that the ll continuity
ncrete ternal or extand to elimi
crete into plaed – this ma
d hydration. died that wawater is to ent amount
he concrete b
n order to p
rs and supe
ld and how form work b
external or i
te,
final positio
d should therayer of conc
y between la
ternal, shouldinate pocketsace ay cause segr
So if wateater is lost (lbe compensof water fro
by gunny bag
prevent wat
J
rplasticizers
to get the fiby concreteinternal vib
on, preferabl
refore be avcrete below tayers, and a
d be used tos of entrappe
regation.
r is not avaloss of worksated by eithom evapora
gs etc.
ter from esc
Job No. 1
Page | 8
s) and the
inal shape pump of raters i.e.
ly straight
oided that being
avoid cold
o mold the ed air, but
ailable for kability) is her adding ating. This
caping by
2
2
2
2
Plain and
JOB NO
StandardCement.
Code: AS
Scope a.1
It is usknown
i. Initial
ii. Final
iii. Soun
Appara.2
Refer VICA Plung Glass Spatu Glass
Related.3
a. Consi
The th
b. Ceme
The vi
c. Stand
It is thsuch an ex
d. Stand
It is thof water.
Reinforced
O. 2
d Test Met.
STM C 187-
and Signific
ed to find oamount of w
l setting time
l setting time
ndness test
atus:
rence MassesAT Apparatuger with 10ms graduates (2ula s plate trowel
d theory:
istency
hickness or th
ent paste
iscous mass o
dard paste
he cement paxtent that its
dard/Norma
he thickness
Concrete –
thod for the
-04
cance:
out the percewater is then
e
e
s and Deviceus mm diameter 200mL or 25
l
he viscosity o
obtained by m
aste for whicdistance from
al consistenc
or the visco
1
e Determin
entage of waused in mak
es for Determ
and 50mm le50mL capacit
of the cemen
mixing ceme
ch the 10mmm the bottom
cy
osity of the st
ation of Th
ater at whicking the cem
mining Mass
ength ty)
nt paste is cal
ent with wate
m diameter pm is 5-7mm.
tandard past
he Normal
ch the standament paste fo
lled consisten
er is known a
plunger in a s
te and is expr
Consistency
ard consistenor the other te
ncy.
as cement pa
standard VIC
ressed as the
J
y Of The H
ncy is achieests like;
ste.
CAT test pen
e percentage
ob No. 2
Page | 9
Hydraulic
eved. This
netrates to
of weight
2
Plain and
e. Vicat
The Vbearing a plunger enleast 50 m1 mm in dand can band has an(graduatedpaste is hnon-absorside.
Thhardness othe plungering is mabase and conform t
Weight of
Diameter
Diameter
Inside diam
Inside diam
Height of
Test sp.4
a. Temp
The temixing wa
The re
b. Amou
Amou
BS
ASTM
c. Mixin
Reinforced
’s apparatu
Vicat’s appamovable ro
nd, being 10mm, and the diameter and 5be held in ann adjustable d in millimeheld in a rigirptive square
he rod B iof not less ther end whichade of a non60 mm at thto the follow
f moveable r
of the plung
of the need
meter of the
meter of the
the ring
pecifications
perature & h
emperature oater should b
elative humid
unt of cemen
unt of cemen
= 500gm
M = 650gm
ng time
Concrete –
us
aratus consiod B, weighin0 mm in diamother end ha
50 mm in lengny desired pindicator F,
eters) attachid conical rie base plate H
is made of han 35 HRCh is perpendn-corroding, he top, and awing requirem
rod
ger end of the
le
ring at the b
ring at the to
s:
humidity
of the air ine 23±2 °C.
dity of the lab
nt
t required fo
1
sts of a frng 300 g, onmeter for a ave a removagth. The rod Bposition by a
which movehed to the fing G, restinH, about 100
stainless st, and shall bicular to thenonabsorben
a height of 4ments:
= 300
e rod = 10±
= 1±0
bottom = 70±
op = 60±
= 40±
n the vicinity
boratory sho
or the test acc
ame A (Figne end C, thdistance of able needle DB is reversibla set screw Ees over a scaframe A. Thng on a plan0 mm on eac
teel having e straight wi rod axis. Thnt material,
40 mm. In ad
0±5 gm
±0.05 mm
0.05 mm
±3 mm
±3 mm
±3 mm
y should be
uld not be le
cording to va
g.) he at
D, le, E, ale he ne ch
a th he and have anddition to th
between 20
ess than 50%
arious specifi
n inside diamhe above, the
-27.5 °C. Th
%.
ications are m
J
meter of 70 me Vicat appar
he temperatu
mentioned be
ob No. 2
Page | 10
mm at the ratus shall
ure of the
elow.
2
2
2
Plain and
The ce4±1/4 mi
Proced.5
Mix 65procedurehelp of a the plungemovable iimmediatevibrations
Thabove theuntil the n
Observ.6
Cement
Sr. # WC
Achieved
Comm.7
______
______
______
______
Reinforced
ement paste n from the in
dure:
50gm of ceme. Put the cemtrowel. Center end C of indicator F tely. This mus during the t
he paste of nbottom surf
normal consi
vations and
Brand =…
Weight of Cement
(gm)
d Standard Co
ents:
___________
___________
___________
___________
Concrete –
must be pronstant when
ment with a mment paste inter the pastein contact w
to the upper ust not exceetest.
normal consisface in 30 s astency is obt
Calculation
……………
Trial Moisture Content
(%)
onsistency =
__________
__________
__________
__________
1
operly mixed cement and
measured quan the ring of confined in
with the surfazero mark o
ed 30 s after
stency is achafter being retained. Make
ns:
……………
Weight/VWa
(1gm =
=……………
___________
___________
___________
___________
and placed iwater were in
antity of watef the vicat ap
n the ring, reace of the paof the scale, r completion
hieved when eleased. Make each trial wi
…………
Volume of ater
= 1mL)
…………..%
___________
___________
___________
___________
in the test spnitially broug
er and make pparatus andesting on theaste, and tigh
or take an in of mixing.
the rod settlke trial pasteswith fresh cem
Temperatu
(°C)
%
___________
___________
___________
___________
pecimen withght in contac
a cement pad remove thee plate, undehten the set-initial readinThe apparat
les to a points with varyingment.
ure MixTi
(m
__________
__________
__________
__________
J
hin a maximuct.
aste as per thee excess paster the rod B screw E. Th
ng, and releastus shall be
t such that itg percentage
xing me
SRe
min) (
___________
___________
___________
___________
ob No. 2
Page | 11
um time of
e standard e with the and bring
hen set the se the rod free of all
t is 4-7mm es of water
Scale eading
(mm)
_______
_______
_______
_______
3
3
3
3
Plain and
JOB NO
StandardHydrauli
Code: AS
Scope &.1
This tapparatus.
The kmix, trans
We alweasily. Accfield we pr
A smaformworkand shall n
Appara.2
Vica Nee Plun Flat Refe Spa Gra
Related.3
a. Settin
Inacquisitionsemi-fluidhydration
b. Harde
Hstrength o
Reinforced
O. 3
d Test Methic Cement B
STM C 191-0
& significan
test method .
knowledge ofport, place a
ways prefer cording to Arefer an initia
aller value of k. According not be less th
i.e.
atus:
at apparatus edle of 1mm2
nger with 1mt trowel ference Massetula
aduated cylin
d theory:
ng
n the settingn due to evap
d state and thand therefor
ening
Hardening is of the concret
Concrete –
hod For ThBy Vicat Nee
04b
nce:
is used to d
f the setting nd compact
a larger initASTM specifial setting tim
f the final settto most of t
han ( 90 + 1.2
( 90 + 1.2 x
2 cross-sectiomm smaller n
es and Devic
ders
g process veporation of where is very lire it will lead
the rate of te after a spe
1
e Determinedle Appara
determine the
time of the the concrete
tial setting timications, the
me not less th
ting time is athe specifica2 x (initial se
(initial settin
on and 50mmeedle and 5m
ces for Deter
ery little chewater. Duringittle or no gato quick sett
gain of streecified interv
nation Of Tatus.
e time of se
cement is ale effectively.
me so that winitial settingan 45min.
always preferations, the finetting time) )
g time) ) min
m length (for mm outer dia
rmining Mas
emical reactg the setting ain in strengttlement.
ength due toal of time.
he Initial A
tting of the
lways helpfu
we can mix,ng time shall
rred in order nal setting timmin.
n < final set
initial settingameter (for fi
s
tion takes pprocess the
th. Finer the
o the chemi
And Final S
hydraulic ce
ul in deciding
, transport anot be less
to avoid largme shall not
tting time <
g time) inal setting ti
place. It onlcement rem
e cement par
ical reaction.
Job
Setting Tim
ement by Vi
g the time d
and place thethan 30min
ge expenditut be greater t
10hrs
me)
ly includes mains in the flrticles more w
. It also refe
b No. 3
Page | 12
e Of The
cat needle
duration to
e concrete but in the
ures on the than 10hrs
the shape luid or the will be the
fers to the
3
Plain and
c. Initia
The tisection neinitial setti
d. Final
It is thneedle (1mattachmen
According
M
M
Test sp.4
a. Needl
1- Fo
2- Fo
b. Mixin
Portab
c. Temp
The tewater shou
The re
d. Amou
Amou
Reinforced
l setting tim
ime elapsed beedle gives a ing time of th
setting time
he time elapsmm2 cross-sent of 5mm di
g to specifica
aximum fina
inimum final
pecifications
le sizes
or Initial Set
1mm x 1m
50mm leng
or Final Sett
1mm2 cros
5mm diam
ng water
ble water is s
perature & h
emperature ould be 23±2
elative humid
unt of cemen
unt of cemen
Concrete –
me
between the reading betwhat particular
e
sed between ection and 1iameter does
ations;
al setting time
l setting time
s:
tting Time
mm cross-sect
gth
ting Time
ss-section and
meter outer m
atisfactory fo
humidity
of the air in t°C.
dity of the lab
nt
t required fo
1
initial contaween 4-7mm r cement pas
the initial co1mm deep) not leave an
e = 10hrs
e = [90 + 1.2
tion
d 1mm deep
metal attachm
or the routine
the vicinity sh
boratory sho
or the test acc
act of cemenfrom the bo
ste.
ontact of cemcompletely p
n impression
2 (initial settin
inner needle
ent
e tests.
hould be bet
uld not be le
cording to va
nt and water ottom in a sta
ment and wapenetrates inon the ceme
ng time)] min
e
tween 23±3 °
ess than 50%
arious specifi
and the timeandard Vicat
ater and the nto the pasteent paste.
n
°C. The tem
%.
ications are m
Job
e when a 1mapparatus is
time when the and the ou
perature of t
mentioned be
b No. 3
Page | 13
mm2 cross-known as
he smaller uter metal
the mixing
elow.
3
Plain and
BS
ASTM
Proced.5
Preparallowable
1- Initial
Determobtained reading afinitial setti
Maway from
2- Final
Now fdiameter othe smalleimpression
Reinforced
= 500gm
M = 650gm
dure:
re a cement ptime of 4±1/
l Setting Tim
mine the pethen note dfter every 10ming time of t
ake each penm the inner si
Setting Tim
fix the final of the outer er 1mm diamn on the cem
Concrete –
paste of stan/4 min. Clea
me
enetration ofown the timmin thereaft
the cement.
netration testide of the mo
me
setting time needle is 5m
meter needlement surface.
1
ndard consistear and level an
f the 1-mm me as the initer until a pe
t at least 5 mold.
plunger in wmm. Drop the
completely
ency and putny extra past
needle at thtial setting t
enetration rea
mm away from
which the sme rod of the penetrates i
t it in the rinte by means o
he start. If a time otherwiading of 4-7
m any previo
maller needle Vicat apparainto the past
ng of the Vicaof a trowel.
penetrationise keep chemm is obtai
ous penetrati
has the diamatus and notete and the o
Job
at apparatus
n reading of ecking the pined which w
on and at lea
meter of 1mme down the touter needle
b No. 3
Page | 14
within the
4-7mm is enetration will be the
ast 10 mm
m and the time when leaves no
3
3
Plain and
Observ.6
Initial s
Final se
Comm.7
______
______
______
______
Reinforced
vations and
setting time =
etting time =
ents:
___________
___________
___________
___________
Concrete –
Calculation
= ______
= ______
__________
__________
__________
__________
1
ns:
________
________
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
__________
__________
__________
__________
Job
___________
___________
___________
___________
b No. 3
Page | 15
_______
_______
_______
_______
4
4
4
4
Plain and
JOB NO
DeterminSources.
Code: AS
AS
Scope &.1
This te
The in
1-2-3-
thre
4-
Appara.2
Stan Siev Sam
Related.3
a. Finen
It is th
Reinforced
Sur
O. 4
nation of th
STM C-316-
STM C-117-
& significan
est method i
nformation o
Fineness m Fineness m It also indi
Lower the he aggregate quired.
Larger valuFor a goodbetween 2aggregates)
atus:
ndard set of sve shaker mple of the ag
d theory:
ness modulu
he cumulative
Concrete –
Arearface
he Fineness
-05, for coar
-05, for fine
nce:
s used to det
obtained from
modulus tellsmodulus giveicates the sur
surface areaparticles wil
ue of FM is pd fine aggreg.3 and 3.1 (A).
sieves
ggregate
us
e percentage
1
MFineness
1
s Modulus
rse materials
materials (i
termine the f
m fineness m
us directly wes us an overarface area of
a of the aggrll be less and
preferred forgate, the FM ASTM Range
retained on
Modulus
of the Coa
(i.e. > 15μm
.e. < 15μm)
fineness mod
odulus is hel
whether the mall idea wheththe particles
egate, the red thus
r fine
for
standard siev
arse And F
m)
dulus of the g
lpful in the fo
material is weher the mate.
equired amou
ve 150μm an
Fine Aggreg
given fine gra
ollowing way
ell-graded orerial is fine or
unt of fresh
nd above divi
Jo
gate From
ained specim
ys;
r gap-graded.r coarse.
cement pasteless
aggrshoufine
ided by 100.
ob No. 4
Page | 16
Different
men.
e to cover water is
regates. uld be
Plain and Reinforced Concrete – 1 Job No. 4
Page | 17
It is a single factor or an empirical number which we get from the results of sieve analysis. The value of FM will not change if we add sieves above.
b. Sieve analysis
It is the operation of dividing the aggregate into various fractions, each consisting of particles of same size.
OR
It is the operation of determining the particle size distribution of the given specimen.
The standard approach is to designate the sieve sizes by nominal aperture sizes in mm or μm (micron).
1 mm = 1000 μm (micron)
Notes:
i- 5 mm is the dividing line between coarse and fine aggregate. ii- Well graded coarse aggregates of large size will reduce shrinkage of concrete by 50%.
c. Functions of sieve analysis
Sieve analysis is performed on coarse and fine aggregates in order to check their gradation. This gradation gives an indirect measure if the workability and average particle size.
d. Set of sieves
The set of sieves used for the process of sieve analysis can be categorized as;
a- Fine Aggregates ASTM Sieves
(mm)
British Standard Sieves
(inches)
4.75mm 3/16 (#4) 2.36mm 3/32 (#8) 1.18mm 3/64 (#16) 600μm 3/128 (#30) 300μm 1/88 (#50) 150μm 1/176 (#100)
Pan Pan
Note: For the sieves with openings smaller than 4.75mm, the quantity retained on any sieve at the completion of sieving shall not exceed 7 kg/m2 of sieving area.
Plain and Reinforced Concrete – 1 Job No. 4
Page | 18
b- Coarse Aggregates Standard Non-Standard
75mm (3 ”) 63mm 50mm
37.5mm (1½ ”) 25mm
19mm (3/4 ”) 9.5mm (3/8 ”)
4.75mm (3/16 ”) 2.36mm (3/32 ”)
Pan
Note: For sieves with openings 4.75mm & larger, the quantity retained in kg shall not exceed the product of
2.5 x sieve opening (mm) x effective sieving area (mm2)
e. Quality of a good sample
There are some limiting values for every sieve provided by ASTM or BS, we use these limiting values to get our final answer by the method explained below.
Take the minimum and the maximum values provided by ASTM and plot them on the grading curve. Now take these minimum and maximum value lines as your reference and if the curve of our own data lies inside these two lines then the quality of our sample is OK but if your curve lies outside these two lines of maximum and minimum range then the sample is not according to specifications.
Maximum limit according to specification
Minimum limit according to specification
Plot of tested specimen
Sieve Size (Log Scale)
Cum
ulative % P
assing
4
Plain and
f. ASTM
Proced.4
Take 2because iftogether a
Plwith the sbottom-mthe aid of
The mas follows
i- ii- iii- iv- Time e
Weighthe FM ca
Reinforced
M grading r
Sieve
9.5m
4.75m
2.36m
1.18m
600μ
300μ
150μ
dure:
2 kg of the of there is somand will not p
Tem
ace the set osmallest aper
most positiona machine ca
manual metho;
forward anleft and rigclockwise (Frequent jo
elapsed for t
h the mass rean be calculat
Concrete –
requirement
Size
mm
mm
mm
mm
μm
μm
μm
oven-dried same moisture cpass through
mperature of
of standard anrture opening. This experialled “sieve s
od should be
nd backward ght motion (CW) and coolting. he sieving pr
etained on eated by using
1
ts for fine ag
ample. The scontent presethe sieves.
f the oven =
nd non-standg at the bottiment can beshaker”.
e performed
motion
unter-clockw
rocess is 3-5
ach sieve andthe relation;
ggregates
Cu
Minimum
100
95
80
50
25
10
2
ample shouldent then the p
110±5 °C
dard sieves otom. The pane performed
in a proper s
wise (CCW) m
minutes.
d calculate th
umulative %
d be perfectlparticles will
one above ann is placed amanually or
sequence wh
motion
he percentage
% Passing
Max
1
1
1
ly dry l stick
nother at the r with
hich is
e passing thr
Jo
ximum
100
100
100
85
60
30
10
ough each si
Mechanica
ob No. 4
Page | 19
ieve. Then
al Sieve
Plain and Reinforced Concrete – 1 Job No. 4
Page | 20
100
)aboveorm150ofSievesdardtanSontainedRe%Cumulative(FM
Following points must be kept in mind while calculating the FM;
i- Only sum up the values of standard sieves and do not include the values of the non-standard sieves.
ii- Only add the sieves of 150μm and above sizes. iii- If any standard sieve is missing, we may use the value of next higher sieve. iv- Adding extra sieves does not change the result of FM.
4
F
F
Plain and
Observ.5
Sample n
SIEVE #
(openings per linear inch)
3
1½
3/4
3/8
3/16
3/32
Pan
Sample n
SIEVE #
(openings per linear inch)
3
1½
3/4
3/8
3/16
3/32
Pan
(FM
(FM
Reinforced
vations and
no. 1:………
SIEV
E
SIZE
(mmor μm)
75
37.5
19
9.5
4.75
2.36
Pan
no. 2:………
SIEV
E
SIZE
(mmor μm)
75
37.5
19
9.5
4.75
2.36
Pan
...............
...............
Concrete –
Calculation
………………
V
ES
MRE
m
)
5
5
6
n
………………
V
ES
MRE
m
)
5
5
6
n
...............
100
...............
100
1
ns:
………………
MASS
ETAINE
D
(gm)
………………
MASS
ETAINE
D
(gm)
.............)
.............)
……………
%
RETAINE
D
(%)
……………
%
RETAINE
D
(%)
............
............
……………
E
CU
R
……………
E
CU
R
.....
.....
…..
UMULATIV
E %
RETAINED
(%)
…..
UMULATIV
E %
RETAINED
(%)
Jo
CUM
E
PAS
(
CUM
E
PAS
(
ob No. 4
Page | 21
MULATIV
E %
SSING
(%)
MULATIV
E %
SSING
(%)
4
F
Plain and
Sample n
SIEVE #
(openings per linear inch)
3
1½
3/4
3/8
3/16
3/32
Pan
Comm.6
______
______
______
______
(FM
Reinforced
no. 3:………
SIEV
E
SIZE
(mmor μm)
75
37.5
19
9.5
4.75
2.36
Pan
ents:
___________
___________
___________
___________
...............
Concrete –
………………
V
ES
MRE
m
)
5
5
6
n
__________
__________
__________
__________
...............
100
1
………………
MASS
ETAINE
D
(gm)
___________
___________
___________
___________
.............)
……………
%
RETAINE
D
(%)
___________
___________
___________
___________
............
……………
E
CU
R
___________
___________
___________
___________
.....
…..
UMULATIV
E %
RETAINED
(%)
__________
__________
__________
__________
Jo
CUM
E
PAS
(
___________
___________
___________
___________
ob No. 4
Page | 22
MULATIV
E %
SSING
(%)
_______
_______
_______
_______
5
5
5
5
Plain and
JOB NO
StandardAggregat
Code: AS
Scope &.1
This te
Durinbecomes nknow the unit volum
Bupercentage
Bu
Appara.2
Bala Tem Mea Shov
Related.3
a. Bulk
It is th
The tethe particl
Bulk d
b. Voids
It is toccupied b
Reinforced
O. 5
d Test Methtes).
STM C-29/C
& significan
est method i
g the concrenecessary to bulk density
me container.
ulk density e of voids af
ulk density al
atus:
ance mping rod asuring Cylindvel or Scoop
d theory:
density
he mass of th
erm volume iles.
density is use
s
he space beby the solid m
Concrete –
od for the D
-29M
nce:
s used to det
ete mix desigknow the m
y of the aggr.
also indicateffects the grad
lso indicates
der
he unit volum
includes the
ed in weight a
tween the inmineral matt
1
Determinati
termine the b
gn, when the mass of the aregate materi
es the perceding of the a
the compact
me of bulk ag
volume of th
and volume b
ndividual parer.
V=
Mea
ion of Bulk
bulk density o
aggregate is aggregates thial then we c
entage of voaggregates wh
tive effort req
ggregate mate
he individual
batching.
rticles in a u
27
d=225
asuring
Density (I.E
of the given
to be batchehat will fill thcan easily det
oids presenthich is impor
quired to com
erial.
l particles and
unit volume
dm
5mm
E. Unit Wei
fine grained
ed by volumhe container termine the
t in the aggrtant in high
mpact the co
d the volume
of the aggre
6
d=16mm
Temping
Temping R d
J
ight and the
specimen.
me or by weigof unit volumass require
gregate matestrength con
oncrete.
e of the void
egate mass a
00
g
ob No. 5
Page | 23
e Voids in
ght, then it ume. If we ed to fill a
erial. This ncrete.
ds between
and is not
5
Plain and
Voids determina
c. Absol
It is th
d. Facts
Bulk ddistributiolimited exdensity inc
For a the fine ag
Proced.4
Note For the dea shovel aThen the l
Nodensity, thcase, the container fingers. Rotemping rcontainer of the teoverflowinmentioned
Nothe relatio
Compacted
DBulkLoose
Reinforced
within the ation of bulk
lute density
he mass per u
about bulk
density depeon and shapextent but whecreases.
coarse aggreggregate and
dure:
down the dietermination and level its tloose bulk de
ow for the dhe only diffecontainer is about one-t
od the layer od evenly ditwo-third f
emping rod. ng and rod d.
ow level the on;
DensityBulkd
MDensity loose(
Concrete –
particles, eitdensity by th
unit volume o
k density
ends upon he of the parten the smalle
egate, a highecement. Thu
imensions anof the loose
op surface. Wensity of the
determinationerence is in f
filled in thrthird full anof the aggregstributed ovefull and aga
Finally, fillagain in the
top surface a
WeMy comp
()(
oWeighte
()
1
ther permeabhis method.
of the individ
how densely ticles. If the er particles a
er bulk densius bulk densi
nd empty wee bulk densityWeigh the coaggregate m
n of the comfilling the conee equal laye
nd level the gate with 25 er the surfacain rod it wl the contaimanner pre
and weigh th
contaofeight
containerof
ble or imper
dual particles
the aggregaparticles are
are added, th
ity means thaity also depen
eight of the y, fill the con
ontainer filledaterial can be
mpacted ntainer. ers. Fill surface strokes e. Next
with 25 iner to eviously
he container.
Volu
Compaciner
thofVolume
aggreLoose
rmeable are
s only.
ate is packede of the samhe voids get f
at there are fnds upon the
measuring cntainer with td with the age computed
Calculate th
contheofume
aggregatected
containerhe
Weighegate ()
not included
d. It also deme size, then
filled with th
few voids whe degree of p
container andthe aggregate
ggregate and by using the
he compacted
tainer
ofWeighte ()
coemptyofht
J
d in the void
epends uponit can be pa
hem and thu
hich are to bpacking.
d compute ite material bynote down itrelation;
d bulk densit
contaiemptyf
ontainer)
ob No. 5
Page | 24
ds for the
n the size, acked to a
us the bulk
be filled by
ts volume. y means of ts reading.
bulk In this
the with the of the fill the
strokes
ty by using
iner)
5
Plain and
Observ.5
MEASURI
Diameter
Volume =
MEASURI
Diameter
Volume =
SAMPL
STAT
LOOS
COMPAC
LOOS
COMPAC
LOOS
COMPAC
LOOS
COMPAC
Reinforced
vations and
ING CYLIND
=…………
=……………
ING CYLIND
=…………
=……………
LE W
TE CO
SE
CTED
SE
CTED
SE
CTED
SE
CTED
Concrete –
Calculation
ER FOR COA
……………
……………
ER FOR FIN
……………
……………
WEIGHT OF
ONTAINER
(kg)
1
ns:
ARSE AGGRE
…
E AGGREGA
…
VOLUM
OF
CONTAIN
(m3)
COAR
FIN
EGATE
ATE
ME
W
NER
RSE AGGREG
NE AGGREGA
Height =…
Height =…
WEIGHT OF
AGG. +
CONT.
(kg)
GATE
ATE
……………
……………
WEIGHT
AGGREG
(kg)
J
…………
…………
T OF
GATE D
(
ob No. 5
Page | 25
BULK
DENSITY
(kg/m3)
5
Plain and
COMPARI
Sr. NO.
Comm.6
______
______
______
______
Reinforced
ISON TABLE
SAMP
ents:
___________
___________
___________
___________
Concrete –
E:
PLE
__________
__________
__________
__________
1
LOOSE BU
DENSITY
___________
___________
___________
___________
ULK
Y
C
___________
___________
___________
___________
COMPACTED
BULK
DENSITY
___________
___________
___________
___________
INCRE
IN BU
DENSI
__________
__________
__________
__________
J
ASE
ULK
ITY IN
___________
___________
___________
___________
ob No. 5
Page | 26
%
NCREASE
_______
_______
_______
_______
6
6
6
6
Plain and
JOB NO
StandardWater Ab
Code: AS
Scope &.1
In thisthe coarse
The in
1-
2- 3-
4-
Limitatio
The lim
Appara.2
Bala Sam Wat Siev Ove
Related.3
a. Aggre
Aggre
i- ii-
b. Coars
Any m
Reinforced
O. 6
d Test Methbsorption O
STM C-127-0
& significan
s test methode aggregates.
nformation o
The knowlthe properIt is used fThe pores paste and tNormally iand surfaceassumed thin the saturabsorbed w
on
mitation of t
atus:
ance mple containeter tank ves en
d theory:
egates
gates may be
Coarse AggFine Aggre
se aggregate
material which
Concrete –
hod For TheOf The Coar
04
nce:
d we determi
obtained from
ledge of the sties of concr
for the calculaat the surfac
thus influencit is assumed e dry conditihat sufficientrated conditiwater, the los
the test is tha
r
e classified as
gregates egates
es
h is retained
1
e Determinarse Aggrega
ine the relativ
m specific gra
specific gravirete made froation of the v
ce of the partce the concre
that at the tion. If the aggt amount of wion. If an addss of workabi
at, it can not
s;
on BS sieve
ation Of Reates.
ve density (i.
avity is helpfu
ity is importaom such aggrvolume occuticles affect thte strength.ime of settinggregate is to water will be ditional amouility is resulte
be used for t
#4 (ASTM s
elative Dens
.e. specific gr
ful in the follo
ant for the coregates. upied by the ahe bond betw
ng of concretebe batched iabsorbed fro
unt of water ed.
the light weig
sieve 4.75mm
sity (I.E. Sp
ravity) and th
owing ways;
oncrete techn
aggregates inween the agg
e, the aggregin the dry conom the mix tis not added
ght aggregate
m) is known
Job
pecific Grav
he water abso
nologist to d
n various mixgregate and th
gate is in the sndition, thento bring the a
d as a cover fo
es.
as coarse agg
b No. 6
Page | 27
vity) And
orption of
determine
xtures. he cement
saturated n it is aggregate
for the
gregate.
Plain and
c. Fine a
Any m
d. Types
1-
2-
proper
3-
e. Absor
It is thparticles d
The teWater abs
f. Satur
It is thparticles a
g. Oven
It is th
The teinclude th
h. Satur
It is th
Reinforced
aggregates
material which
s of crush av
SARGOD
Sargodha c
Gr Hig Usu
MARGHA
Marghalla rties;
Gr Low
SAKHI SA
Sakhi Sarw
Wh
rption
he increase iduring a presc
erm absorptiorption is ex
rated surfac
he conditionare filled with
dry density
he mass of th
erm volume e volume of
rated surfac
he mass of th
Concrete –
h is passing B
vailable in P
HA CRUSH
crush possess
eener in cologh strength ually elongatALLA CRU
crush poss
ayish in colow in strengthARWAR CR
war crush pos
hitish in colo
in the mass ocribed period
ion does notxpressed as p
ce dry (s.s.d.
related withh water but w
y
he oven dried
includes thethe voids be
ce dry (s.s.d)
he saturated s
1
BS sieve #4
Pakistan
H
s the followin
or
ted particlesSH
sess the fo
or h RUSH
ssess the follo
or
of the aggregd of time.
t include thepercentage of
.) condition
h the aggregawithout free w
d aggregate p
e volume of etween the pa
) density
surface dry ag
(ASTM sieve
ng properties
llowing
owing proper
gate due to t
e amount of f the dry mas
ate particles iwater on the
er unit volum
f the permeaarticles.
ggregate per
e 4.75mm) is
s;
rties;
the penetrati
water adheris.
in which thesurface of th
me of the agg
able and the
unit volume
known as fi
ion of water
ring to the su
e permeable phe particles.
gregate partic
impermeabl
e of the aggre
Job
ine aggregate
r into the po
urface of the
pores of the
cles.
le pores and
egate particle
b No. 6
Page | 28
e.
ores of the
e particles.
e aggregate
d does not
es.
6
Plain and
The tewith water
i. Appa
It is th
It is th
j. Specif
It is thstandard t
The reand appar
k. Oven
It is tha standard
l. Satur
It is tdistilled w
m. Appa
It is thstandard t
Proced.4
The satest sampremoved. drying opdrying opthis and al
Insample inremove aldifferenceof water d
ρw
Reinforced
erm volume r and does no
rent density
he mass per u
he mass per u
fic gravity/r
he ratio of thtemperature (
elative densitent
dried speci
he ratio of thd temperature
rated surfac
the ratio of water at a stan
rent specifi
he ratio of thtemperature (
dure:
ample of the ple from the
Wipe the laperation. Takeration. Detll subsequen
n order to caln the sample ll entrapped
e between thdisplaced by t
water = mwater x
Concrete –
includes theot include th
y
unit volume o
unit volume o
relative den
he density of(i.e. 4 oC).
ty is a dimen
ific gravity
he oven driede (i.e. 4 oC).
ce dry specif
the saturatedndard temper
c gravity
he apparent d(i.e. 4 oC).
aggregate is water and arger particleke care to avermine the mt masses to t
lculate the vocontainer aair before
e mass in airthe sample. T
x Vwater
1
e volume of the volume of
of the imperm
of the solid p
nsity
f the aggregat
nsionless qua
d density of t
fic gravity
d surface drrature (i.e. 4 o
density of the
immersed inroll it in aes individualvoid evapormass of the tthe nearest 0
olume of theand determindetermining r and the maThis mass of
the permeabthe voids be
meable porti
OR
portion of th
te material to
antity and is
the aggregate
ry density ofoC).
e aggregate t
n water for 24large absorblly. A movination of wattest sample i.5 g or 0.05 %
aggregate, imne its appare
its mass byass when thef water equal
ble and the imetween the pa
ion of the ag
he particles ex
o the density
expressed as
e to the dens
f the aggrega
to the density
4hrs to essenbent cloth ung stream oter from aggin the satura% of the sam
mmediately pent mass in wy shaking the sample is imls the volume
mpermeable articles.
ggregate parti
xcluding the
y of the gas f
s oven dried
sity of the ga
ate to the d
y of the gas f
ntially fill all tuntil all visibf air is permgregate poreated surface-mple mass, w
place the satuwater at 23±
he container mmersed in e of water di
Job
pores which
icles.
voids.
free distilled
d, saturated s
s free distille
density of th
free distilled
the pores. Reble films of mitted to asses during thdry conditio
whichever is g
urated-surfac±2.0 °C. Takwhile immewater equals
isplaced beca
b No. 6
Page | 29
h are filled
water at a
urface dry
ed water at
e gas free
water at a
emove the water are
sist in the e surface-
on. Record greater.
ce-dry test ke care to ersed. The s the mass ause
6
Plain and
mw
Vw
Drroom temhandle (apthe specim
Observ.5
TABLE NO
SAMP
Reinforced
water = Vwater
water = Vaggregat
ry the test smperature 1 tpproximatelymen.
vations and
O. 1: CALCU
PLE
Concrete –
te
ample in theto 3 h, or uny 50 °C), and
Calculation
ULATION OF S
WeighAGG
Wag
(gm
1
e oven to contil the aggrd determine
ns:
SPECIFIC GR
ht of G. gg
V
W
m)
(ρ
onstant massregate has cothe mass in
RAVITY
Volume of
WATER
(mL)
ρwater=1 gm/
s at a temperooled to a teorder to cal
Volume of
WATER
+ AGG.
(mL)
cm3)
rature of 11emperature tlculate the ov
Volumeof
AGGREG
ATE Vagg (mL)
Job
0±5 °C, coothat is comfven specific
e
G
SpecGrav=Wag
agg
b No. 6
Page | 30
ol in air at fortable to gravity of
cific vity gg/Vg
6
Plain and
TABLE NO
Comm.6
______
______
______
______
SAMP
Reinforced
O. 2: CALCU
ents:
___________
___________
___________
___________
PLE
Concrete –
ULATION OF W
__________
__________
__________
__________
SSD WEIGHT
(GM)
1
WATER ABS
___________
___________
___________
___________
OD WEIGHT
(GM)
SORPTION
___________
___________
___________
___________
T A
___________
___________
___________
___________
WT. OF
ABSORBED WATER
(GM)
__________
__________
__________
__________
A=
WT
Job
___________
___________
___________
___________
WATER
ABSORPTION
(SSD WT - OT) X 100 (SSD
WT)
b No. 6
Page | 31
_______
_______
_______
_______
N OD
D
7
7
su
7
7
ispeTsilaedw
7
it Tin inblTunanthdi
Plain and
JOB NO
Determin
Scope &.1
The agudden shock
Appara.2
Coar Imp Span Bala
Test sp.3
The te retained on eriod of four
The measure imilar quantiayer 25 tampidge. The net
weight shall b
Proced.4
The imis rigid and h
The cup shall n it and comp
The hn the cup, anlows each be
The crushed antil no furthn accuracy ohe total weigiscarded and
Reinforced
O. 7
nation of Th
& significan
ggregate impor impact is
atus:
rse aggregatepact testing mnner ance
pecifications
est sample sha 3/8 in B.S
r hours at a t(cup) shall bty of aggreging shall agaiweight of ag
e used for th
dure:
mpact machinhammer guidbe fixed firm
pacted by a sammer shall
nd allowed toeing deliveredaggregate sher significantf 0.1 gram (wght B + C i a fresh test m
Concrete –
he Aggregat
nce:
pact value giv not proport
e from varioumachine
s:
hall consist oS. test sieve. Temperature o
be filled abouate shall bein be given aggregate in thhe duplicate t
ne shall test wde columns amly in positioingle tampinbe raised un
o fall freely od at an intervall then be rt amount paweight B). Teis less than made. Two t
1
te Impact V
ves a relativtional to the r
us sources
f aggregates The aggregatof 100-110 Cut one-third fe added and and the surplhe measure stest on the sa
without wedare vertical. on on the ba
ng of 25 strokntil its lower fon the aggreval of not lessremoved fromsses in one me fraction retthe initial w
tests shall be
alue Of Diff
e measure oresistance to
the whole ofte comprisingC and cooledfull with the a further 25lus aggregateshall be deterame material.
dging or pack
ase of the makes of the tamface is 15 in. gate. The tess than one sem the cup aminute. The tained on the
weight (weighmade.
fferent Coar
of the toughna slowly app
f which passg the test samd. aggregate an
5 tamping give struck off urmined to th.
king upon the
achine and thmping rod.
above from st sample shecond. and the whol
fraction pase sieve shall ht A) by mo
rse Aggrega
ness or the rplied compre
es through ½mple shall be
nd gives 25 tven to the seusing the tamhe nearest gra
e level plate,
he whole of
the upper suhall be subjec
le of it sievesing the sievalso be weig
ore than 1 g
J
ate Samples.
resistance of essive load.
½ in B.S. teste dried in an o
tamping rod. econd and to
mping rod as am (weight A
block or flo
the test sam
urface of thected to a tota
ed on No. 7 ve shall be wghed (weight gm the resul
Job No. 7
Page | 32
.
f aggregate
t sieve and oven for a
A further ot the last a straight-
A) and this
or, so that
mple placed
e aggregate al 15 such
B.S. sieve weighted to
C), and if lt shall be
Plain and Reinforced Concrete – 1 Job No. 8
Page | 33
a. Calculations
The ratio of the weight of fines formed to the total sample weight in each test shall be expressed as a percentage, the result being recorded to the first decimal place.
Aggregate Impact Value = .100A
B
Where, A = weight of oven dried sample
B = weight of fraction passing B.S. sieve No. 7
7
A
B
C
W
7
Plain and
Observ.5
A = Total Wt
B = Fraction p
Aggre
Cup Diameter
Weight of Ha
Sr #
TY
Comm.6
______
______
______
______
Reinforced
vations and
t. of the Sam
passing BS s
egate Impac
r =……
ammer = ……
YPE OF CRUS
ents:
___________
___________
___________
___________
Concrete –
Calculation
mple
sieve #7 afte
ct Value = B
A
………………
……………
SH
EMP
WT. CU
“W1
gm
__________
__________
__________
__________
1
ns:
er crushing
B×100
A
………..
………..
PTY
OF
P 1”
WT.SAMP
CU
“W
m gm
___________
___________
___________
___________
Depth
Drop
OF
LE +UP
2”
WT
A=
m
___________
___________
___________
___________
th of Cup = …
Height = …
OF SAMPLE
= (W2-W1)
gm
___________
___________
___________
___________
……………
……………
WT O
SAMPL
PASSING
NO. 7 SI
B gm
__________
__________
__________
__________
J
…………..
…………..
OF
LE
G BS
IEVE
IM
VA
=B
A
___________
___________
___________
___________
ob No. 8
Page | 34
PACT
ALUE
×100
%
_______
_______
_______
_______
8
8
prve
8
8
Plain and
JOB NO
Preparin
Code: AC
Scope &.1
This production. Inerification of
Appara.2
Con Mate
o o o o
Molo o o o
Plain C.3
PCC consPortland C
"The combirequir
PCC mixrelationsh
i. Mreqexwo
ii. Mlabmico
Reinforced
O. 8
g A Concre
CI 211.1 – 91
& significan
purpose of thn this experimf concrete mi
atus:
ncrete Mixer erials
Cement Sand/FineCrush/CoaWater
ds for samplCylinders 3Cylinders 1Cubes 150mBeams 76m
Cement Con
sists of threCement Asso
objective in ination of rerements unde
x design hhips. Norma
Mix proportioquired mater
xperience. Tork reasonab
Mix testing. Tboratory tesix designer
onstruction a
Concrete –
ete-Mix And
1
nce:
his experimement certainix design pro
Aggregate arse Aggrega
les to be prep300mm x 150150mm x 150mm (10), com
mm x 153mm
ncrete:
ee basic ingociation (PC
designing ceadily availaer particular
has evolvedally, the mix
oning. This rials and pro
There are mably well.
Trial mixes ts. Althouga good und
and under sub
1
d Casting Va
ent is to simn number of ocess.
ate
pared 0mm Ø(10+0mm Ø (2), dmpressive str
m x 1370mm
gredients: agCA, 1988):
concrete mixable material
conditions o
d chiefly design proc
step uses thoportions basany different
are then evgh these chaerstanding obsequent tra
arious Samp
ulate the actsamples will
2), compressdouble punchrength (4), study of
ggregate, wa
xtures is to dls to produceof use."
through exedure involv
he desired Psed on a comt PCC propo
aluated and aracterizationof how a paraffic loading.
ples Requir
tual formatiol be prepared
sive strength h test
f flexure beha
ater and por
determine the a concrete
xperience aves two basic
PCC propertimbination ofortioning me
characterizens are not carticular mix.
red For Diff
on of concred which will
& split cylin
avior
rtland cemen
he most econ that will sa
and well-doc steps:
ies as inputsf empirical rethods of var
ed by subjeomprehensiv
x will perfor
J
ferent Tests
ete mix, its dthen be test
nder test
nt. Accordi
nomical andatisfy the per
ocumented
s then determrelationshipsrying compl
cting them tve, they canrm in the fie
ob No. 8
Page | 35
s.
design and ted for the
ing to the
d practical rformance
empirical
mines the and local lexity that
to several n give the eld during
Plain and Reinforced Concrete – 1 Job No. 8
Page | 36
This section covers mix design fundamentals common to all PCC mix design methods. First, two basic concepts (mix design as a simulation and weight-volume terms and relationships) are discussed to set a framework for subsequent discussion. Second, the variables that mix design may manipulate are presented. Third, the fundamental objectives of mix design are presented. Finally, a generic mix design procedure is presented.
a. Basic Concepts
Before discussing any mix design specifics, it is important to understand a couple of basic mix design concepts:
Mix design is a simulation
Weight-volume terms and relationships
i. Mix Design is a Simulation
First, and foremost, mix design is a laboratory simulation. Mix design is meant to simulate actual PCC manufacturing, construction and performance. Then, from this simulation we can predict (with reasonable certainty) what type of mix design is best for the particular application in question and how it will perform.
Being a simulation, mix design has its limitations. Specifically, there are substantial differences between laboratory and field conditions. For instance, mix testing is generally done on small samples that are cured in carefully controlled conditions. These values are then used to draw conclusions about how a mix will behave under field conditions. Despite such limitations mix design procedures can provide a cost effective and reasonably accurate simulation that is useful in making mix design decisions.
ii. Weight-Volume Terms and Relationships
The more accurate mix design methods are volumetric in nature. That is, they seek to combine the PCC constituents on a volume basis (as opposed to a weight basis). Volume measurements are usually made indirectly by determining a material's weight and specific gravity and then calculating its volume. Therefore, mix design involves several key aggregate specific gravity measurements.
b. Variables
PCC is a complex material formed from some very basic ingredients. When used in pavement, this material has several desired performance characteristics - some of which are in direct conflict with one another. PCC pavements must resist deformation, crack in a controlled manner, be durable over time, resist water damage, provide a good tractive surface, and yet be inexpensive, readily made and easily placed. In order to meet these demands, mix design can manipulate the following variables:
i. Aggregate. Items such as type (source), amount, gradation and size, toughness and abrasion resistance, durability and soundness, shape and texture as well as cleanliness can be measured, judged and altered to some degree.
Plain and Reinforced Concrete – 1 Job No. 8
Page | 37
ii. Portland cement. Items such as type, amount, fineness, soundness, hydration rate and additives can be measured, judged and altered to some degree.
iii. Water. Typically the volume and cleanliness of water are of concern. Specifically, the volume of water in relation to the volume of portland cement, called the water-cement ratio, is of primary concern. Usually expressed as a decimal (e.g., 0.35), the water-cement ratio has a major effect on PCC strength and durability.
iv. Admixtures. Items added to PCC other than portland cement, water and aggregate. Admixtures can be added before, during or after mixing and are used to alter basic PCC properties such as air content, water-cement ratio, workability, set time, bonding ability, coloring and strength.
c. Objectives
By manipulating the mixture variables of aggregate, portland cement, water and admixtures, mix design seeks to achieve the following qualities in the final PCC product (Mindess and Young, 1981):
i. Strength. PCC should be strong enough to support expected traffic loading. In pavement applications, flexural strength is typically more important than compressive strength (although both are important) since the controlling PCC slab stresses are caused by bending and not compression. In its most basic sense, strength is related to the degree to which the portland cement has hydrated. This degree of hydration is, in turn, related to one or more of the following:
o Water-cement ratio. The strength of PCC is most directly related to its capillary porosity. The capillary porosity of a properly compacted PCC is determined by its water-cement ratio (Mindess and Young, 1981). Thus, the water-cement ratio is an easily measurable PCC property that gives a good estimate of capillary porosity and thus, strength. The lower the water-cement ratio, the fewer capillary pores and thus, the higher the strength. Specifications typically include a maximum water-cement ratio as a strength control measure.
o Entrained air (air voids). At a constant water-cement ratio, as the amount of entrained air (by volume of the total mixture) increases, the voids-cement ratio (voids = air + water) decreases. This generally results in a strength reduction. However, air-entrained PCC can have a lower water-cement ratio than non-air-entrained PCC and still provide adequate workability. Thus, the strength reduction associated with a higher air content can be offset by using a lower water-cement ratio. For moderate-strength concrete (as is used in rigid pavements) each percentile of entrained air can reduce the compressive strength by about 2 - 6 percent (PCA, 1988).
o Cement properties. Properties of the portland cement such as fineness and chemical composition can affect strength and the rate of strength gain. Typically, the type of portland cement is specified in order to control its properties.
ii. Controlled shrinkage cracking. Shrinkage cracking should occur in a controlled manner. Although construction techniques such as joints and reinforcing steel help control shrinkage cracking, some mix design elements influence the amount of PCC shrinkage. Chiefly, the amount of moisture and the rate of its use/loss will affect shrinkage
Plain and Reinforced Concrete – 1 Job No. 8
Page | 38
and shrinkage cracking. Therefore, factors such as high water-cement ratios and the use of high early strength portland cement types and admixtures can result in excessive and/or uncontrolled shrinkage cracking.
iii. Durability. PCC should not suffer excessive damage due to chemical or physical attacks during its service life. As opposed to HMA durability, which is mainly concerned with aging effects, PCC durability is mainly concerned with specific chemical and environmental conditions that can potentially degrade PCC performance. Durability is related to:
o Porosity (water-cement ratio). As the porosity of PCC decreases it becomes more impermeable. Permeability determines a PCC's susceptibility to any number of durability problems because it controls the rate and entry of moisture that may contain aggressive chemicals and the movement of water during heating or freezing (Mindess and Young, 1981). The water-cement ratio is the single most determining factor in a PCC's porosity. The higher the water-cement ratio, the higher the porosity. In order to limit PCC porosity, many agencies specify a maximum allowable water-cement ratio.
o Entrained Air (Air voids). Related to porosity, entrained air is important in controlling the effects of freeze-thaw cycles. Upon freezing, water expands by about 9 percent. Therefore, if the small capillaries within PCC are more than 91 percent filled with water, freezing will cause hydraulic pressures that may rupture the surrounding PCC. Additionally, freezing water will attract other unfrozen water through osmosis (PCA, 1988). Entrained air voids act as expansion chambers for freezing and migrating water and thus, specifying a minimum entrained air content can minimize freeze-thaw damage.
o Chemical environment. Certain chemicals such as sulfates, acids, bases and chloride salts are especially damaging to PCC. Mix design can mitigate their damaging effects through such things as choosing a more resistant cement type.
iv. Skid resistance. PCC placed as a surface course should provide sufficient friction when in contact with a vehicle's tire. In mix design, low skid resistance is generally related to aggregate characteristics such as texture, shape, size and resistance to polish. Smooth, rounded or polish-susceptible aggregates are less skid resistant. Tests for particle shape and texture can identify problem aggregate sources. These sources can be avoided, or at a minimum, aggregate with good surface and abrasion characteristics can be blended in to provide better overall characteristics.
v. Workability. PCC must be capable of being placed, compacted and finished with reasonable effort. The slump test, a relative measurement of concrete consistency, is the most common method used to quantify workability. Workability is generally related to one or more of the following:
o Water content. Water works as a lubricant between the particles within PCC. Therefore, low water content reduces this lubrication and makes for a less workable mix. Note that a higher water content is generally good for workability but generally bad for strength and durability, and may cause segregation and bleeding. Where necessary, workability should be improved by redesigning the mix to increase the paste content (water + portland cement) rather than by simply adding more water or fine material (Mindess and Young, 1981).
Plain and Reinforced Concrete – 1 Job No. 8
Page | 39
o Aggregate proportion. Large amounts of aggregate in relation to the cement paste will decrease workability. Essentially, if the aggregate portion is large then the corresponding water and cement portions must be small. Thus, the same problems and remedies for "water content" above apply.
o Aggregate texture, shape and size. Flat, elongated or angular particles tend to interlock rather than slip by one another making placement and compaction more difficult. Tests for particle shape and texture can identify possible workability problems.
o Aggregate gradation. Gradations deficient in fines make for less workable mixes. In general, fine aggregates act as lubricating "ball bearings" in the mix. Gradation specifications are used to ensure acceptable aggregate gradation.
o Aggregate porosity. Highly porous aggregate will absorb a high amount of water leaving less available for lubrication. Thus, mix design usually corrects for the anticipated amount of absorbed water by the aggregate.
o Air content. Air also works as a lubricant between aggregate particles. Therefore, low air content reduces this lubrication and makes for a less workable mix. A volume of air-entrained PCC requires less water than an equal volume of non-air-entrained PCC of the same slump and maximum aggregate size (PCA, 1988).
o Cement properties. Portland cements with higher amounts of C3S and C3A will hydrate quicker and lose workability faster.
Knowing these objectives, the challenge in mix design is then to develop a relatively simple procedure with a minimal amount of tests and samples that will produce a mix with all the qualities discussed above.
d. Basic Procedure
In order to meet the requirements established by the preceding desirable PCC properties, all mix design processes involve four basic processes:
i. Aggregate selection. No matter the specific method, the overall mix design procedure begins with evaluation and selection of aggregate and asphalt binder sources. Different authorities specify different methods of aggregate acceptance. Typically, a battery of aggregate physical tests is run periodically on each particular aggregate source. Then, for each mix design, gradation and size requirements are checked. Normally, aggregate from more than one source is required to meet gradation requirements.
ii. Portland cement selection. Typically, a type and amount of portland cement is selected based on past experience and empirical relationships with such factors as compressive strength (at a given age), water-cement ratio and chemical susceptibility.
iii. Mix proportioning. A PCC mixture can be proportioned using experience or a generic procedure (such as ACI 211.1).
8
Plain and
iv. Techthe
The selecobjectives
Concre.4
The Amedesign meis widely and mostmethods.
This sectipavementprocedure
ThNoCo
Thed
The stand
a. Ch
b. M
c. M
d. W
e. Ce
f. Co
g. Fi
h. Ad
a. Slump
The choiccombinati
Ea
Ea
Reinforced
esting. Runharacteristicsey exact rep
cted PCC mis.
ete Mix Desi
erican Concrethods availaaccepted in
t methods Mix design
ion is a genets. It emphes are availab
he Americanormal, Heavoncrete Prac
he Portland dition (2002)
dard ACI mix
hoice of slum
Maximum agg
Mixing water
Water-cement
ement conten
oarse aggreg
ne aggregate
djustments f
p
ce of slumpion of severa
ase of mixing
ase of placin
Concrete –
n laboratorys. It is imporoductions o
ixture should
ign:
rete Instituteable today. the U.S. an
designated n includes tri
eral outline ohasizes genble in the fol
n Concrete vyweight, anctice 2000, P
Cement As) or any earli
x design pro
mp
gregate size
and air cont
t ratio
nt
gate content
e content
for aggregate
p is actuallyal different, b
g
ng
1
y tests on portant to unof actual fiel
d be the one
e (ACI) mixThis section
nd continuallas "mix deal mixture p
of the ACI pneral concepllowing docu
Institute's (nd Mass ConPart 1: Mate
ssociation's (ier edition.
ocedure can b
selection
tent selection
e moisture
y a choice obut related, P
properly prederstand thad conditions
e that, based
x design metn summarizely updated besign" meth
proportioning
proportioningpts and ratuments:
(ACI) Standncrete (ACI
erials and Ge
(PCA) Desig
be divided u
n
of mix workPCC propert
epared samat these tests.
d on test resu
thod is but s the ACI ab
by the ACI. hods are reg (covered h
g method wtionale ove
dard PracticI 211.1-91) eneral Prope
ign and Con
up into 8 basi
kability. Woties related t
mples to detts are not co
ults, best sat
one of manbsolute volum Keep in mi
eally just mhere) plus pe
with specific r specific
ce for Selecas found in erties of Con
ntrol of Con
ic steps:
orkability cto its rheolog
J
termine keyomprehensiv
tisfies the m
ny basic conme method bind that this
mixture proprformance te
emphasis onprocedures.
cting Proportheir ACI M
ncrete.
ncrete Mixtu
an be descrgy:
ob No. 8
Page | 40
y mixture ve nor are
mix design
ncrete mix because it summary
portioning ests.
n PCC for Typical
rtions for Manual of
ures, 14th
ribed as a
Plain and Reinforced Concrete – 1 Job No. 8
Page | 41
Ease of compaction
Ease of finishing
Generally, mixes of the stiffest consistency that can still be placed adequately should be used (ACI, 2000). Typically slump is specified, but Table 5.14 shows general slump ranges for specific applications. Slump specifications are different for fixed form paving and slip form paving. Table 5.15 shows typical and extreme state DOT slump ranges.
Table 5.14: Slump Ranges for Specific Applications (after ACI, 2000)
Type of Construction Slump
(mm) (inches)
Reinforced foundation walls and footings
25 - 75 1 - 3
Plain footings, caissons and substructure walls
25 - 75 1 - 3
Beams and reinforced walls 25 - 100 1 - 4
Building columns 25 - 100 1 - 4
Pavements and slabs 25 - 75 1 - 3
Mass concrete 25 - 50 1 - 2
Table 5.15: Typical State DOT Slump Specifications (data taken from ACPA, 2001)
Specifications Fixed Form Slip Form
(mm) (inches) (mm) (inches)
Typical 25 - 75 1 - 3 0 - 75 0 - 3
Extremes
as low as 25 as high as 175
as low as 1 as high as 7
as low as 0 as high as 125
as low as 0 as high as 5
b. Maximum Aggregate Size
Maximum aggregate size will affect such PCC parameters as amount of cement paste, workability and strength. In general, ACI recommends that maximum aggregate size be limited to 1/3 of the slab depth and 3/4 of the minimum clear space between reinforcing bars. Aggregate larger than these dimensions may be difficult to consolidate and compact resulting in a honeycombed structure or large
Plain and Reinforced Concrete – 1 Job No. 8
Page | 42
air pockets. Pavement PCC maximum aggregate sizes are on the order of 25 mm (1 inch) to 37.5 mm (1.5 inches) (ACPA, 2001).
c. Mixing Water and Air Content Estimation
Slump is dependent upon nominal maximum aggregate size, particle shape, aggregate gradation, PCC temperature, the amount of entrained air and certain chemical admixtures. It is not generally affected by the amount of cementitious material. Therefore, ACI provides a table relating nominal maximum aggregate size, air entrainment and desired slump to the desired mixing water quantity. Table 5.16 is a partial reproduction of ACI Table 6.3.3 (keep in mind that pavement PCC is almost always air-entrained so air-entrained values are most appropriate). Typically, state agencies specify between about 4 and 8 percent air by total volume (based on data from ACPA, 2001).
Note that the use of water-reducing and/or set-controlling admixtures can substantially reduce the amount of mixing water required to achieve a given slump.
Table 5.16: Approximate Mixing Water and Air Content Requirements for Different Slumps and Maximum Aggregate Sizes (adapted from ACI, 2000)
Mixing Water Quantity in kg/m3 (lb/yd3) for the listed Nominal Maximum Aggregate Size
Slump
9.5 mm (0.375 in.)
12.5 mm(0.5 in.)
19 mm(0.75 in.)
25 mm(1 in.)
37.5 mm(1.5 in.)
50 mm (2 in.)
75 mm(3 in.)
100 mm(4 in.)
Non-Air-Entrained PCC
25 - 50 (1 - 2)
207 (350)
199 (335)
190 (315)
179 (300)
166 (275)
154 (260)
130 (220)
113 (190)
75 - 100 (3 - 4)
228 (385)
216 (365)
205 (340)
193 (325)
181 (300)
169 (285)
145 (245)
124 (210)
150 - 175 (6 - 7)
243 (410)
228 (385)
216 (360)
202 (340)
190 (315)
178 (300)
160 (270)
-
Typical entrapped air (percent)
3 2.5 2 1.5 1 0.5 0.3 0.2
Air-Entrained PCC
25 - 50 (1 - 2)
181 (305)
175 (295)
168 (280)
160 (270)
148 (250)
142 (240)
122 (205)
107 (180)
75 - 100 (3 - 4)
202 (340)
193 (325)
184 (305)
175 (295)
165 (275)
157 (265)
133 (225)
119 (200)
150 - 175 (6 - 7)
216 (365)
205 (345)
197 (325)
184 (310)
174 (290)
166 (280)
154 (260)
-
Recommended Air Content (percent)
Mild Exposure 4.5 4.0 3.5 3.0 2.5 2.0 1.5 1.0
Plain and Reinforced Concrete – 1 Job No. 8
Page | 43
Moderate Exposure
6.0 5.5 5.0 4.5 4.5 4.0 3.5 3.0
Severe Exposure
7.5 7.0 6.0 6.0 5.5 5.0 4.5 4.0
d. Water-Cement Ratio
The water-cement ratio is a convenient measurement whose value is well correlated with PCC strength and durability. In general, lower water-cement ratios produce stronger, more durable PCC. If natural pozzolans are used in the mix (such as fly ash) then the ratio becomes a water-cementitious material ratio (cementitious material = portland cement + pozzolonic material). The ACI method bases the water-cement ratio selection on desired compressive strength and then calculates the required cement content based on the selected water-cement ratio. Table 5.17 is a general estimate of 28-day compressive strength vs. water-cement ratio (or water-cementitious ratio). Values in this table tend to be conservative (ACI, 2000). Most state DOTs tend to set a maximum water-cement ratio between 0.40 - 0.50 (based on data from ACPA, 2001).
Table 5.17: Water-Cement Ratio and Compressive Strength Relationship (after ACI, 2000)
28-Day Compressive Strength in MPa (psi)
Water-cement ratio by weight
Non-Air-Entrained
Air-Entrained
41.4 (6000) 0.41 -
34.5 (5000) 0.48 0.40
27.6 (4000) 0.57 0.48
20.7 (3000) 0.68 0.59
13.8 (2000) 0.82 0.74
e. Cement Content
Cement content is determined by comparing the following two items:
The calculated amount based on the selected mixing water content and water-cement ratio.
The specified minimum cement content, if applicable. Most state DOTs specify minimum cement contents in the range of 300 - 360 kg/m3 (500 - 600 lbs/yd3).
Plain and Reinforced Concrete – 1 Job No. 8
Page | 44
An older practice used to be to specify the cement content in terms of the number of 94 lb. sacks of portland cement per cubic yard of PCC. This resulted in specifications such as a "6 sack mix" or a "5 sack mix". While these specifications are quite logical to a small contractor or individual who buys portland cement in 94 lb. sacks, they do not have much meaning to the typical pavement contractor or batching plant who buys portland cement in bulk. As such, specifying cement content by the number of sacks should be avoided.
f. Coarse Aggregate Content
Selection of coarse aggregate content is empirically based on mixture workability. ACI recommends the percentage (by unit volume) of coarse aggregate based on nominal maximum aggregate size and fine aggregate fineness modulus. This recommendation is based on empirical relationships to produce PCC with a degree of workability suitable for usual reinforced construction (ACI, 2000). Since pavement PCC should, in general, be stiffer and less workable, ACI allows increasing their recommended values by up to about 10 percent. Table 5.18 shows ACI recommended values.
Table 5.18: Volume of Coarse Aggregate per Unit Volume of PCC for Different Fine aggregate Fineness Moduli for Pavement PCC (after ACI, 2000)
Nominal Maximum Aggregate Size
Fine Aggregate Fineness Modulus
2.40 2.60 2.80 3.00
9.5 mm (0.375 inches) 0.50 0.48 0.46 0.44
12.5 mm (0.5 inches) 0.59 0.57 0.55 0.53
19 mm (0.75 inches) 0.66 0.64 0.62 0.60
25 mm (1 inches) 0.71 0.69 0.67 0.65
37.5 mm (1.5 inches) 0.75 0.73 0.71 0.69
50 mm (2 inches) 0.78 0.76 0.74 0.72
Notes:
1. These values can be increased by up to about 10 percent for pavement applications.
2. Coarse aggregate volumes are based on oven-dry-rodded weights obtained in accordance with ASTM C 29.
g. Fine Aggregate Content
At this point, all other constituent volumes have been specified (water, portland cement, air and coarse aggregate). Thus, the fine aggregate volume is just the remaining volume:
Unit volume (1 m3 or yd3) - Volume of mixing water - Volume of air - Volume of portland cement- Volume of coarse aggregate
8
i.
ii.
Plain and
h. Adjus
Unlike HMmust be a
1. Agagagmo
Amount ofwater (if othe amounmixing w
Concre.5
. Require
. Calculaa. Calcu
b. Select
c. Durab
d. Relati
e. Water
Reinforced
stments for
MA, PCC baccounted for
ggregate weggregate is ggregate wiloisture. Wit
of mixing waoven dry or ant of water ater added.
ete Mix Desi
ed Data:
fc' Co Ma Slu Fin Bu Bu Spe Spe Spe Wa Wa
ations: ulation for t
Fcr
tion of type
Usebility check
Useive water co
Wa
r amount:
Concrete –
Aggregate
atching doesr. Aggregat
eights. Aggrtypically ba
ll increase ithout correct
ater. If the bair dry) or giavailable in
ign and Ma
oncrete type aximum aggrump requiredneness Moduulk density oulk density oecific gravitecific gravitecific gravitater absorptiater absorpti
arget streng
r' = 38.3
of cement:
e ordinary Pk:
e ordinary Pontent:
ater content =
2
1
VolumMoisture
s not requiree moisture a
regate volumatched baseits weight ating for this,
batched aggrive up water
n the mix an
aterial Calcu
regate sized ulus of Fine f coarse aggf fine aggregy of cement y of coarse ay of fine aggion of coarseion of fine ag
gth:
ortland Cem
ortland Cem
= 92 %
me of fine ag
e dried aggreaffects the fo
mes are calced on actuaand stockpil the batched
regate is anyr (if wet) to tnd must be c
ulation Exam
= = = =
aggregate =gregate =gate = =
aggregate =gregate =e aggregate =ggregate =
ment
ment
ggregate
egate. Thereollowing para
culated baseal weight. led aggregatd aggregate v
ything but sathe cement pcompensated
mple:
= 30= Non a= 20= 30-80= 2.82= 1555= 1070.= 3.15= 2.6= 2.63= 0.9= 1.2
efore, aggreameters:
ed on oven Therefore, tes almost avolumes will
aturated surfpaste. This cd for by adj
Mpa air entrained
mm 0 mm
kg/m3
.16 kg % %
J
gate moistur
dry unit weany moistualways contl be incorrec
face dry it wcauses a net justing the a
d
g/m3
ob No. 8
Page | 45
re content
eights, but ure in the tain some ct.
will absorb change in
amount of
Plain and Reinforced Concrete – 1 Job No. 8
Page | 46
Water suggested = 200 kg/m3 Air content = 2 % Water content = 184 kg/m3
f. Calculation of water/cement ratio:
w/c = 0.437
g. Cement content:
Cement content = 421.053 kg/m3
h. Bulk volume of aggregate:
Bulk vol.of agg. = 0.618
i. Weight of coarse aggregate:
Wt. of coarse agg. = 960.99 kg/m3
j. Weight of fine aggregate:
Wt. of fine agg. = 769.856 kg/m3
k. Water after considering water absorption:
Water absorbed by C.A= 8.64891 kg/m3 Water absorbed by F.A= 9.23827 kg/m3 Water content required = 202 kg/m3
l. Weight of ingredients (kgs):
Cement: 421.053 Coarse Agg.: 960.99 Fine Agg.: 769.856 Water: 202
m. Concrete Mix:
Cement Fine Agg. Coarse Agg. 421.053 769.856 960.99 1 1.83 2.28 W/C = 0.53 Concrete weight = 2353.9 kg/m3
Plain and Reinforced Concrete – 1 Job No. 8
Page | 47
n. Calculation of materials required
Sample Quantity Size
(mm)
Volume of Concrete
(m3)
Total Weight of Concrete
(kgs) Beam 4 76 × 153 × 1370 0.01593 76.5 Cylinder 12 150Ø × 300 0.005301 51 Cylinder 2 150Ø × 150 0.005301 51 Cube 10 150 × 150 × 150 0.003375 32.5
Total concrete required = 160 kg (assumed value) Allowance for wastage (10%) = 160 × 1.1 = 176 kg Maximum capacity of the mixer = 125 kg Number of batches = 176 / 125 = 1.408 = 2 batches Quantity required per batch = 176 / 2 = 88 kg Weight of the concrete constituents:
1. Cement = kg 18 kg 17.22 88 28.283.11
1
2. Fine Aggregate = kg 31.6 kg 31.52 88 28.283.11
83.1
3. Coarse Aggregate = kg 39.5 kg 39.26 88 28.283.11
28.2
4. Water = 0.53 × 18 = 9.54 kg ≈ 10 kg (Including allowance for wetting the sides of mixer)
9
9
9
9
Plain and
JOB NO
Standard
Code: AS
Scope &.1
This tconcrete wslump tessome phys
The m
1- Th
2- Ththe co
3- Thof wat
Appara.2
1- Metal heighteach o
2- Tempi
Related.3
a. Slump
The d
b. Types
There
1- Tr2- Sh3- Co
Slu
Reinforced
O. 9
d Test Meth
STM C-143/C
& significan
test method when we lift t does not msical measure
main significa
his test meth
Slump<15
Slump>15
his test methoarse aggrega
his test methter presence)
atus:
mould, thickt with the topother. The ming rod, 16m
d theory:
p
ecrease in th
s of slump
are three typ
rue Slump hear Slump ollapse slump
ump
Concrete –
od for The
C-143 M-03
nce:
is used in lup the mou
measure the ement.
ance of this te
od is used to
mm (Non-Pl
(Plastic)
hod is applicate is larger th
hod is not app.
kness is 1.15mp diameter 10ould is provi
mm diameter
e height of c
pes of slump
p
1
Slump Of H
lab and in fiuld). This tesworkability
est is as follo
o determine t
lastic)
able to plastihan the 37.5m
plicable to no
mm, it is in c00mm. the toided with fooand 600mm
concrete whe
.
Hydraulic C
ield for findst is used extof concrete
ows;
the slump of
ic concrete hmm then this
on-plastic an
cone form wiop and base oot pieces andin length hav
n the mould
Cement Con
ding out the tensively in directly but
f plastic hydra
having coarses test method
nd non-cohes
ith the base 2of cylindrical
d handles. ving temping
d of standard
ncrete.
slump (decrsite works alt it co-relate
aulic cement
e aggregate ud is not appli
sive concrete
200mm diaml mould is op
g ends.
dimensions
Jo
rease in the ll over the ws the workab
concrete.
upto 37.5mmicable.
e (due to larg
meter and 300pen and para
is lifted.
160mm
ob No. 10
Page | 48
height of world. The bility with
m in size. If
er amount
0mm allel to
9
Plain and
W Sh W
air
c. Relati
Workabili
Very Low
Low
Medium
High
Note: Mo
Proced.4
The moldfirmly in pto a depthhelp of tethroughoustrike off t
Compthe unsup
It is mimmediateaccidental
Reinforced
We discard thehear slump oc
We often use tr voids less th
ion between
ty
w
ore is the slum
dure:
is placed onplace during h of 70mm anmping rod uut its depth sthe surface o
plete the entirported concr
measured withely around tly.
Concrete –
e collapse sluccurs due to the term 100%han 3% by vo
n workabilit
mp value mo
n a flat moistfilling of connd 2/3 of vouniformly diso that stroke
of the concre
re test with arete slumps.
h the nearesthe base of
1
ump due to ththe lack of c% compactioolume of con
ty and slum
Compacting
0.78
0.85
0.92
0.95
ore will be the
t non-absorbncrete by theolume fills tostributed ovees just penetrte by means
an elapsed timThe decrease
t 5mm. at ththe cone sh
he very high cohesion in mon but actualncrete.
mp
g Factor
e workability
surface withe operator st
o a depth of 1er the cross-srates into theof rolling mo
me of 2.5mine in the heigh
he beginning hould be clea
value of slummix. lly in 100% c
Slu
y.
h the smallertanding on tw160mm. Eacsection of eae under lying otion of tem
nutes. After fht of concret
of every testaned off of
mp
compaction w
ump (mm)
0-25
25-50
50-100
100-175
r opening at two foot piech layer is givach layer. Rolayer. After
mping rod.
filling, the cote is called slu
t, before lifticoncrete wh
Jo
we have perc
the top. It ises. The mou
ven 25 strokeod the 2nd anthe top layer
one is slowly ump.
ing the moulhich may be
ob No. 10
Page | 49
centage of
then held uld is filled es with the nd 3rd layer r is rodded
y lifted and
ld the area e dropped
9
9
Plain and
Observ.5
Slump V
Comm.6
______
______
______
______
Reinforced
vations and
Value = ___
ents:
___________
___________
___________
___________
Concrete –
Calculation
___________
__________
__________
__________
__________
1
ns:
____ mm
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
___________
__________
__________
__________
__________
Jo
___________
___________
___________
___________
ob No. 10
Page | 50
_______
_______
_______
_______
1
10
10
10
Plain and
0 JOB NO
To Perfor
Scope &0.1
Ththe maxim
Appara0.2
Apparhoppers frustum cylinder.
The hoppbottom apolished t
Related0.3
a. Comp
The ddensity ratit is fully c
Its
b. RELA
Workabili
Very Low
Low
Medium
High
Reinforced
O. 10
rm The Com
& significan
his test also gmum aggregat
atus:
ratus consiseach in thof a cone
pers have hiand all the o reduce fric
d theory:
pacting fact
degree of cotio that is thecompacted.
s maximum a
ATION BET
ty
w
Concrete –
mpacting Fa
nce:
gives the worte size of 40m
sts of twoe shape ofe and one
inge door atsurfaces are
ction.
or
mpaction is e ratio of den
answer is 1 b
TWEEN W
1
actor Test.
rkability of comm.
o f e
t e
also called nsity actually
but practically
ORKABILI
Compacting
0.78
0.85
0.92
0.95
C
oncrete indir
the compacty achieved in
y it is lesser th
ITY AND C
g Factor
Upper
Lower
ylinder
rectly. This te
ting factor an the test to t
han 1.
COMPACT
S
250
125
est is approp
and is measuthe density o
TING FACT
Slump(mm)
0-25
25-50
50-100
100-175
275
200
150mmdia
Sd
Jo
priate for con
ured with thof same conc
TOR
m
Same dimensions
ob No. 10
Page | 51
ncrete with
the
he help of crete when
10
10
10
Plain and
Note: Mo
Proced0.4
Firproduce cthe lower cylinder. E
The dconcrete i
M
Observ0.5
Compac
Comm0.6
______
______
______
______
Reinforced
ore is the com
dure:
rst the concrcompaction.
hopper. TheExcess concr
density of cons known as c
ore is the co
vations and
cting Factor
ents:
___________
___________
___________
___________
Concrete –
mpacting fact
rete is placedThe bottome bottom dorete is then re
ncrete in nowcompacting f
mpacting fac
Calculation
Value = ___
__________
__________
__________
__________
1
tor more will
d gently at t door of the
oor of the lowemoved from
w calculated factor.
ctor more wil
ns:
__________
___________
___________
___________
___________
l be the work
the upper hoe upper hoppwer hopper i
m the cylinder
and this den
ll be the wor
_____ mm
___________
___________
___________
___________
kability.
opper so thaper is then ris then relear.
nsity divided
rkability.
___________
___________
___________
___________
at no work isreleased and ased and the
by the dens
__________
__________
__________
__________
Jo
s done on cothe concreteconcrete fall
sity of fully c
___________
___________
___________
___________
ob No. 10
Page | 52
oncrete to e falls into ls into the
compacted
_______
_______
_______
_______
1
1
1
1
Plain and
1 JOB NO
Test MetLoading.
Code: AS
Scope &1.1
This taccord
The stcondit
The refor prconstr
The m
Appara1.2
Univ Supp Thir
The testin
Related1.3
a. Diffic
There are direct tens
1. Wa
2. C3. If4. I
Reinforced
O. 11
thod For T
STM C 78 - 0
& significan
est method idance with thtrength detertion, curing, esults of this oportioning,ruction of sla
modulus of ru
atus:
versal Testinporting Beamrd point load
ng apparatus i
d Theory:
culties in De
considerablsion test foll
When concret the grip.
Concrete samf there are soIf there is so
Concrete –
The Flexura
02
nce:
is used to dethe specificatirmined will vor where thetest method
, mixing and abs and paveupture is also
g Machine m and Roller/ding arrangem
is shown in t
etermining T
le experimenlowing are th
ete is gripped
mples of diffeome voids inme initial m
1
al Strength
termine the fions. Resultsvary where the beam has bd may be used
placement oements. o used as an i
/hinge suppoment
the figure abo
Tensile Stre
ntal difficultihe difficultie
d by the mac
erent sizes ann sample the
misalignment
Of Concre
flexural stren are calculate
here are diffebeen molded d to determi
operations. It
indirect mea
orts
ove.
ength of Con
ies in determes:
chine it may
nd diametertest may shoin fixing the
ete Using S
ngth of specied and reporerences in spor swayed to
ine compliant is used in te
asure of the t
ncrete:
mining the tr
be crushed d
s show largeow very smae sample the
Simple Beam
imens preparrted as the mpecimen size,o size.
nce with specesting concre
tensile streng
rue tensile st
due the large
e variation inall strength. e results are n
Jo
m With Th
red and curedmodulus of ru
preparation
cifications orete for the
gth of concre
trength of co
e stress conc
n results. not accurate
ob No. 11
Page | 53
hird-Point
d in upture. , moisture
r as a basis
ete.
oncrete. In
centration
e.
Plain and Reinforced Concrete – 1 Job No. 11
Page | 54
b. Tests For Tensile Strength of Concrete:
Following tests are used to determine the tensile strength of concrete.
Split Cylinder Test
Double Punch Test
Modulus of Rupture Test
c. Modulus of Rupture:
In a flexural test on a plane concrete specimen, the maximum tensile stress reached at the bottom fiber of a standard size prism (beam) under predefined loading type is called modulus of rupture.
d. Type/Size of The Specimen for The Test:
The specimen used is a prism, square in cross-section and having a certain length. There are two standard sizes of the specimen that can be used for specified aggregate sizes.
1- 150 x 150 x 750 (mm) 2- 100 x 100 x 510 (mm) The size (150 x 150 x750 mm) can be used for all sizes of the aggregate particles.
The size (100 x 100 x 510 mm) can only be used for the aggregate sizes less than 25mm.We are using this size for our test.
e. Average Value Of MOR (fr):
There are some relationships which relate fr with compressive strength of concrete
fr = 0.69 √ fc’
fc’ and fr are in MPa
ACI code gives formulae for fr
fr = 0.5 √ fc’ (ACI code for Strength Calculation)
fr = 0.625 √ fc’ (ACI code for Deflection Control)
Generally,
StrengtheCompressivStrengthTensile
Plain and Reinforced Concrete – 1 Job No. 11
Page | 55
As a rough estimate, we take 8 – 15% of compressive strength as the MOR.
f. Modulus of Rupture of a Prismoidal Beam:
The MOR for the test specimen can be computed by using the relation derived below;
)MPa(bd
Pa3fr
bd
6a
2
P
s
M
yIM
fr
6
bd
2d
12bd
y
Isand
12
bdI
,whereI
Myfr
2dY
2
2
23
3
Two point loading
1
Plain and
Test sp1.4
a. Rate o
The ra
b. Accep
If proper
ends.
In such a
Where
The final
c. Size o
The speci
510mm.
Thus the d
d. Type
Reinforced
pecifications
of loading:
ate of loadin
ptance Crite
compaction
case, if;
i- (a – a’
ii- (a – a’
MOR.
e a’= distan
a = one-thi
l = distanc
result should
of the specim
imen used i
dimensions o
100
of loading:
Concrete –
s:
ng should be
eria of The
is not done
) > 0.05 l
’) =< 0.05 l →
nce from the
ird distance
ce between th
d be reported
men:
is a prism o
of the specim
0 x 100 x 51
1
such that we
Specimen:
e, then the sp
→ Ignore th
→ Use the s
support cent
between the
he supports
d in multiple
of 100 x 10
men are;
10 (mm)
e get a stress
pecimen may
he specimen
ame formula
ter to the cra
e supports
es of 0.1 MP
0 (mm) squ
s of 0.02― 0
y fail outsid
and discard
a but instead
ack
Pa.
uare in cross
0.10 (MPa/s)
de the centra
the results.
d of a, use a’
s-section an
Jo
).
al portion i.e
’ for the calc
nd having a
ob No. 11
Page | 56
e. near the
culation of
length of
1
Plain and
The loadi
third-poin
shear at th
Proced1.5
When usimolded anthat the tematerial. contact wthe estima
Grind, ca0.004 in. capping ochange thapplicable
B.
S.
Reinforced
ng pattern o
nt loading is
he central po
dure
ing molded nd center it ension face cCenter the l
with the surfaated ultimate
ap, or use le(0.10 mm)
or grinding. he physical e sections of
5
0
0
Concrete –
on the beam
that, the be
ortion of the
d specimens,on the supp
corresponds oading systeace of the spe load.
ather shims in width. GGrinding ofcharacteris
f Practice C
136.6
P
M
+
1
is called the
havior of th
beam. The p
, turn the teport blocks. W
to the top orem in relatiopecimen at th
on the specGaps in excef lateral surftics of the 617.
51
41
P
136.6
M
+
e third-poin
he beam can
phenomenon
est specimenWhen usingr bottom of
on to the apphe third poin
cimen contaess of 0.015faces shouldspecimens.
P
P
6 1
No shear i
Therefore
+
nt/two-point
be studied u
n is depicted
n on its sidg sawed specthe specime
plied force. Bnts and apply
act surface to5 in. (0.38 md be minimi
Capping s
P
36.6
in the central p
e pure b
+
t loading. T
under pure b
d by the figur
de with respcimens, pos
en as has beeBring the loay a load of b
o eliminate mm) shall bized in as mshall be in
5
0
0
portion.
bending
Jo
he main adv
bending as th
re below.
ect to its poition the spe
en cut from tad-applying between 3 an
any gap in be eliminatedmuch as grin
accordance
ob No. 11
Page | 57
vantage of
here is no
osition as ecimen so the parent blocks in nd 6 % of
excess of d only by
nding may with the
Plain and Reinforced Concrete – 1 Job No. 11
Page | 58
Load the specimen continuously and without shock. The load shall be applied at a constant rate to the breaking point. Apply the load at a rate that constantly increases the extreme fiber stress between 125 and 175 psi/min (0.86 and 1.21 MPa/min) until rupture occurs. The loading rate is calculated using the following equation:
a. Calculations:
Case — 1:
If the fracture initiates in the tension surface within the middle third of the span length, calculate the modulus of rupture as follows:
R = PL/bd2
where: R = modulus of rupture, psi, or MPa, P = maximum applied load indicated by the testing machine, lbf, or N, L = span length, in., or mm, b = average width of specimen, in., or mm, at the fracture, and d = average depth of specimen, in., or mm, at the fracture.
Note: The weight of the beam is not included in the above calculation. Case — 2:
If the fracture occurs in the tension surface outside of the middle third of the span length by not more than 5 % of the span length, calculate the modulus of rupture as follows:
R = 3Pa`/bd 2
where: a` = average distance between line of fracture and the nearest support measured on the tension surface of the beam, (in or mm).
Note: The weight of the beam is not included in the above calculation. Case — 3:
If the fracture occurs in the tension surface outside of the middle third of the span length by more
than 5 % of the span length, discard the results of the test.
1
1
Plain and
Observ1.6
Sr.#
M
Comm1.7
______
______
______
______
Reinforced
vations & ca
Max. ApplieLoad
(kg)
ents:
___________
___________
___________
___________
Concrete –
alculations:
ed a'
(N) (m
__________
__________
__________
__________
1
a –
mm) (m
___________
___________
___________
___________
– a' Acce
mm)
___________
___________
___________
___________
eptance
___________
___________
___________
___________
M.O.R
(MPa)
__________
__________
__________
__________
Jo
Mean
(MPa)
___________
___________
___________
___________
ob No. 11
Page | 59
)
_______
_______
_______
_______
1
12
12
Plain and
2 JOB NO
StandardOf Cylin
Code: AST
Scope &2.1
This tspecimen.
Splittin
Appara2.2
Testin Supple
Bearin
Reinforced
O. 12
d Test Mendrical Co
TM C 496/C
& significan
test method
ng tensile str
1- Splittinthe flexura
2- Splittinto evaluatelength of th
where,
T =
P =
l =
d =
atus:
ng Machine ementary Bea
ng Strips
Concrete –
ethod For oncrete Spe
C 496 M-04
nce:
is used for
rength is help
ng tensile streal strength (m
ng tensile stre the shear he reinforcem
= Splitting te
= Applied loa
= length of th
= Diameter o
aring Bar Or
T
1
The Deterecimen.
the determi
pful for the fo
ength is genemodulus of ru
rength is usedresistance p
ment.
ensile strength
ad
he specimen
of the specim
r Plates (If thelowersupplbar ospeci
(Twoimpeor sligspeciboth betwe5.2). B
ld
P2T
rmination
ination of sp
following pur
erally greater upture).
d in the desigprovided by
h (to be repo
(mm)
men (mm)
e diameter or thr bearing blocklementary beari
or plate shall bemen.)
o bearing strips rfections, approghtly longer thmen. The bearithe upper and een the specimBearing strips s
n Of The Sp
plitting tensil
rposes;
r than the dir
gn of structuconcrete an
orted in 0.05
he largest dimek is less than thering bar or platee manner that th
of nominal 1 /oximately 1 in. an, that of the ing strips shall lower bearing
men and supplemshall not be reu
plitting Te
le strength o
rect tensile st
ural light weind to determ
MPa multip
nsion of the upe length of the e of machined he load will be
/8 in [3.2 mm] [25 mm] wide,specimen shallbe placed betwblocks of the tmental bars or used.)
Jo
ensile Stre
of cylindrical
trength and l
ght concretemine the dev
les)
pper bearing facylinder to be steel shall be uapplied over th
thick plywood, and of a lengtl be provided foween the specimesting machineplates, when us
ob No. 12
Page | 60
ength
l concrete
lower than
e members velopment
ace or the tested, a sed. The he
d, free of th equal to, or each men and e or sed (see
12
12
Plain and
Test sp2.3
a. Size o
The sp
Determlength to t
b. Size o
Accoris no restr
c. Rate o
The raMPa/min
Proced2.4
Thforce alonwithin a ptensile strrelatively immediate
Alload but produced failure ocbecause thof triaxialwithstand would bestrength te
Reinforced
pecifications
of the specim
pecimen is a
mine the diathe nearest 2
of bearing st
rding to ASTriction on the
of loading
ate of loadinis produced
dure:
his test methng the lengthprescribed raesses on the high compr
ely around th
lthough we due to P
and the specccurs ratherhe areas of lol compressio
much highee indicated est result.
Concrete –
s:
men
cylinder of 1
ameter to thmm by avera
trips
TM specificateir length.
ng should be .
hod consists h of a cylindrange until fai
plane contaressive stres
he applied loa
are applyingPoisson’s efcimen fails inr than comoad applicati
on, thereby aer compressby a uniax
1
150mm diam
he nearest 0aging at least
tions, the bea
such that a
of applyingrical concreteilure. This loaining the appsses in the ad.
g a compreffect, tensionn tension. Tempressive faion are in a allowing themive stresses
xial compre
30
d=
Standard
meter and 300
.25mm by at two lengths
aring strips s
stress of 0.7
g a diametrice at a rate thoading inducplied load anarea
ssive n is
ensile ailure state m to than ssive
=150mm
0mm height.
averaging the.
should be 3.2
–
cal hat ces nd
e three diam
2mm thick a
Jo
meters. Dete
nd 25mm wi
ob No. 12
Page | 61
rmine the
wide. There
1.4
is
12
12
12
Plain and
Thcylinder.
Thobtain the
Calcula2.5
Ca
wh
Observ2.6
Sr
Comm2.7
______
______
______
______
Reinforced
hin, plywood
he maximume splitting ten
ations
alculate the s
here: T = splittinP = maximul = length, (d = diamete
vations and
r.#
M
(To
ents:
___________
___________
___________
___________
Concrete –
d bearing str
m load sustainsile strength
splitting tensi
T
g tensile streum applied l(in. or mm), er, (in. or mm
Calculation
Max. AppliedLoad
ons) (N
__________
__________
__________
__________
1
rips are use
ned by the sh.
ile strength o
ld
P2=T
ength, (psi oroad indicatedand
m).
ns:
d DSpe
N) (m
___________
___________
___________
___________
d to distribu
specimen is
of the specim
r MPa), d by the testi
Dia of ecimen
mm)
___________
___________
___________
___________
ute the load
divided by a
men as follow
ting machine
Length of
Specimen
(mm)
___________
___________
___________
___________
d applied alo
appropriate
ws:
, (lbf or N),
SplitTen
Stren
(MP
__________
__________
__________
__________
Jo
ong the leng
geometrical
tting nsile ngth
Pa)
___________
___________
___________
___________
ob No. 12
Page | 62
gth of the
factors to
Mean
(MPa)
_______
_______
_______
_______
1
13
13
13
13
Plain and
3 JOB NO
DetermiStandard
Appara3.1
Testin Testin Punch
Test sp3.2
a. Size o
Th
Proced3.3
It theory of
In thiscompresse
The sa
Sadays.
Calcula3.4
The te
Reinforced
O. 13
ination Ofd Test)
atus:
ng Machine ng Samples hes (2 in num
pecifications
of the specim
he specimen
dure:
is an indireperfect plasti
s test a conced by two ste
ample splits a
amples shoul
ation
ensile strengt
Concrete –
f The Ten
mber, to be pl
s:
men
is a cylinder
ct method iicity.
crete cylindereel punches p
across many
d be placed
th can be com
1
sile Streng
laced at the t
of 150mm d
n which we
r is placed veplaced paralle
vertical diam
under wet co
mputed as;
15
d=
Specimen
gth Of Con
top and botto
diameter and
determine t
ertically betwel to the top
metrical plane
onditions for
=150mm
ncrete By
om of the sam
150mm heig
the tensile s
ween the loadand bottom
es radiating fr
r 24 hours an
Double P
mple)
ght.
trength of c
ding platens end surfaces
from central a
nd later on i
Jo
unch Test
concrete bas
of the machs.
axis.
in a curing ta
H
Q
Q
2
2
ob No. 13
Page | 63
t. (Non-
ed on the
hine and is
ank for 28
13
13
Plain and
wh
Observ3.5
Sp
Comm3.6
______
______
______
______
Reinforced
here,
Q = Crush
vations and
pecimen
ents:
___________
___________
___________
___________
Concrete –
hing Load
Calculation
Max. apload
(Tons)
__________
__________
__________
__________
1
ft = Q
ns:
pplied d
(N)
___________
___________
___________
___________
/ [Π (1.2bH
Dia of Specimen
(mm)
___________
___________
___________
___________
H - a2)]
Lengof
Specim
(mm
___________
___________
___________
___________
gth
men
SpT
St
m) (M
__________
__________
__________
__________
Jo
plitting Tensile trength
MPa)
___________
___________
___________
___________
ob No. 13
Page | 64
Mean
(MPa)
_______
_______
_______
_______
