COMPRESSIVE STRENGHT OF FLEXURAL STRENGHT OF CONCRETE EVALUATION OF CONCRETE STRENGTH

CYLINDRICAL SPECIMEN (Using Simple Beam with Third Point Loading) a = L / 3 – 5%L

I. APPARATUS: I. APPARATUS: 3. If the fracture occurs in the In evaluating the strength of concrete, it
1. Compression Testing Machine Flexural Tester (Capacity– tension surface outside of the is essential that following principal factors or
30,000lbs) variable which are known to influence it are given
(Capacity – 250,000 lbs) middle third of the span length due consideration:
2. Capping Fixtures by more than 5% of the span
3. Melting Pot II. PROCEDURE: length, discard the result of the 1.Characteistics and Proportion of Ingredients
test.
II. MATERIALS: 1. Measures the average depth of The strength of concrete is influenced by
1. Capping Compound (Melted the test specimen. the quality of its ingredients – cement and
Leadite or Sulfur) 2. Adjust the test span of the tester aggregates. Gradation, particle shape and
such that is it three (3) times the surface texture of aggregates are characteristics
III. PROCEDURES: average depth of the test which are particularly important. However, even
specimen. the last quality of ingredients will not produce
3. Place the specimen on the strong concrete if the ingredients are not
1. After removal from curing room, proportioned in accordance with the accepted
cap the specimen as soon as support blocks of the tester. methods of designing concrete mixture.
practicable with the melted 4. Apply the load rapidly up to
capping compound to distribute approximately 50 % of the 2. Maximum Size of Aggregate
the applied load uniformly during expected load continuously at
the test. the rate between 125 and The maximum size of aggregate has a
2. Determine the diameter of the 175psi. significant effect on the compressive strength for
test specimen to the a given cement content. If the cement content is
III. CALCUALTIONS: constant, the compressive strength is increased
measurement 0.01 in.(0.25 mm) as the maximum size of the aggregate is
measured at the right angles to increased. Stated differently, it means that less
each other at about mid-height 1. If the fractures occurs in the cement will be needed to maintain the same
of the specimen. The average tension surface within the middle strength if the maximum size of aggregate is
diameter will be used to third of the span length, increased.
calculate the cross sectional calculate the modulus of rupture
area of the specimen. as follows: 3. Water – Cement Ratio
2
3. Place the specimen at the table R = PL / b d
of the compression tester The influence of water – cement ratio
Where: on strength stated by duff Abrams in 1918
directly under the upper bearing R =Modulus of Rupture, psi marked the most useful advancement in the
block. P =Maximum Applied Load, lbf history of concrete. Other factors equal, the lower
4. Apply the load continuously and L =Span Length, in the water – cement ratio the higher is the strength
without shock at a rate of travel b =Ave. width of specimen, in of concrete. If water is added to the mixture after
of 20 to 50 psi/sec. Until the d =Ave. depth of specimen, in it has been discharge from the mixer, the strength
specimen falls. is decreased if no additional cement is added.
5. Record the maximum load 2. If the fractures occurs in the
carried by the specimen during 4. Curing
tension surface outside the
the test. middle third of the span length, The strength of concrete will
calculate the modulus of rupture continue to develop for a number of years if
IV. CALCULATION: as follows: water in the mix is not lost through drying. In
2
Compressive Strength = R = 3Pa / bd structures which are not moist – cured and
= Maximum Load =P Where: remain substantially dry after construction,
Cross-sectional Area - sq.in. A a = distance between the the strength of concrete will never reach the
line of fracture and the nearest potential strength as indicated by the 28-
Note: Neither end of the compressive test specimen s when
support on the tension surface of the days compressive strength of control
establish shall depart from perpendicularity to the axis be more
than 0.5 (Approximately equivalent to 1/8” in 12”) beam, in. specimens. Strength development stops at
an early age if concrete is exposed to dry air EVALUATION AND ACCEPTANCE OF location of cores shall be when two lanes are poured
with no previous moist curing. CONCRETE determine by the Structural concurrently.
Engineer so that there will be
5. Moisture content at Time of Test least impairment of strength of
b) Each lot will be divided into five (5)
the structure. equal segments and one (1) core
For specimen tested in There are factors to be considered in 3. Concrete in the area will be obtain from each segment.
compression, a dry specimen will give a the evaluation and acceptance, namely: represented by the cores will be c) The allowable tolerance in
higher strength than a companion cylinder considered adequate if the pavement thickness is 25 mm.
which has been soaked in water immediately A. Strength of concrete – Applicable average strength of the cores is d) If the actual thickness of pavement
prior to testing. It is the opposite in the case for both Structural Concrete (Item equal to or at least 85% of fc’, exceeded the required thickness by
of specimens tested in flexure, where moist 405) and Paving Concrete (Item and if no single core is less than more than 5 mm, the credited
or soaked specimens will give higher flexural 311). 75% of, the specified strength thickness equal to required
strength than companion specimens which B. Thickness Determination of fc’. thickness plus 5 mm (Credited T =
Required T + 5mm).
are dry at the time of test. Concrete – Applicable only to 4. If there is a strength deficiency e) If the actual thickness of pavement
Paving Concrete (Item 311). in the concrete specimen per is less than the required thickness
6. Size of Specimen preceding paragraph one, and it by more than 25 mm, obtain core at
A. STRENGTH OF CONCRETE is not feasible, or not advisable 5.0 meter interval in each direction
A standard compression test to obtain cores from the from the affected location until a
specimen is cylindrical with a height twice Pursuant to ministry order No. 12 structure due to the structural core is found in each direction which
the diameter. Smaller specimen will give dated February 27, 1981 and as considerations, payment of the is not deficient in thickness by more
higher strength than the bigger specimens. A adopted in the 1988 DPWH concrete will be made at an than 25 mm.
12” x 24” specimen will give lower strength Standard Specifications for adjusted price due to strength f) Compute the average thickness of
pavement per lot and refer to table
than a 6” x 12” specimen obtained from the Highways, Bridges, and Airport, deficiency of concrete II.
same concrete mix and assuming that all Volume II, the criteria in the specimens as specified in the
other pertinent factors are equal. This is due evaluation and acceptance for both following table: II. Adjustment of Payment for Thickness
to the possible faster strength Gain of the Structural Concrete and Paving
smaller specimen. However, as the age Concrete are as follows: CONCRETE STRENGTH When the average thickness of the
increases the difference in strength due to DEFICIENCY pavement per lot is deficient,
difference in size tends to equalize. 1. The strength level of concrete payment of the lot shall be adjusted
will be considered satisfactory if Deficiency in Strength Percent of Contract as follows:
Of Concrete Specimen Price Allowed
7. Rate of Load Application the average of all sets of three Less than 5 100 % TABLE II
consecutive strength test results 5 to less than 10 80 %
The standard rate of loading in equal or exceed the specified 10 to less than 15 70 % Deficiency in the average Percent of Contract
compression test is 20 to 50 psi per second. strength fc’, and no individual 15 to less than 20 60 % Thickness per Lot (mm) Price per Lot
20 to less than 25 50 %
If the test specimen is loaded at a slower strength test result is deficient
25 or more 0% 0–5 100 % payment
rate, the strength is lower than when it by more than 15% of the 6 – 10 95 % payment
loaded at the standard rate; a faster rate of specified strength fc’. B. THICKNESS SETERMINATION OF 11 – 15 85 % payment
load application will result in higher 2. Concrete deemed to be not CONCRETE 16 – 20 70 % payment
strengths. acceptable using the above 21 – 25 50 % payment
I. Tolerance and Pavement Thickness more than 25 Remove and Replace
criteria may be rejected unless ( No Payment)
the contractor can provide
evidence, by means of core a) The completed pavement shall be
accepted on a lot basis.
tests, than the quality of
concrete represented by failed 1. A lot shall be considered as
test results is acceptable in – 1000 linear meters of pavement
place. At least three when a single traffic lane is
representative cores shall be poured.
taken from each member or 2. A lot shall be considered as
area of concrete in place that is 500 linear meters of pavement
considered deficient. The
 SLUMP TEST FOR CONSISTENCY OF
Total Credited Thickness = 154.5 cm Note:

more than 2 mm
PORTLAND CEMENT CONCRETE

REMARKS
Ave. Credited Thickness = 19.3 cm

thickness be
A slump test is measure of consistency in

Deficient in
AASHTO Designation: T 119 – 94 concrete. It is the difference between the
(ASTM Designation: C 143 – 74) height of the mold and the height of the
Remarks: vertical axis of the specimen once it is
separated from the mold.
Apparatus:
1. Station limit of thickness that failed to In construction work, it is the last barrier or
meet the allowable tolerance: Sta. 0 + 1. Galvanized mold, No. 16 gage (frustrum of a “Go or No Go” point before the concrete is
THICKNESS, cu.m.

349 to Sta. 0 + 351.25 (L = 2.25 m) cone with a base diam. Of 8 in. and height of placed, and a lot depends on the results. The
12 in.)
CREDITED

2. Area that failed to meet the tolerance in common mistakes that should be avoided are:
pavement thickness requirement: W x L 2. Scoop 1.) Poor sampling 2.) Neglecting to ampen the
20.5
20.0
20.5
19.5
17.5

17.5
19.0
20.0
-- = 6.10m x 2.25m = 13.725 sq.m. 3. Trowel core 3.) Improper rodding 4.) An unstable
3. Percent of contract price allowed for 4. Tamping Rod (5/8” dia., L = 24 in. with one base, and 5.) Wrong type of rod – and the test
payment of item 311 due to deficient in end bullet pointed at the lower end) results bears little relation to actual concrete
thickness: equality.
Procedure:
Deficiency in Thickness = Reqd.
Thickness – Ave. Credited Thickness 1. Dampen the mold and place on a flat moist
= 20.0 – 19.3 non-absorbent surface
AVERAGE THICKNESS,
FINAL REPORT ON CORE BORING TEST

= 0.70 cm (7.0mm) 2. Fill the mold with concrete in three layers,

within 6mm to 10 mm each approximately one-third the volume of
(refer to Table) the mold. In placing the concrete, move the
scoop-full around the top edge of the mold as
cu.m.
20.5
20.0
21.0
19.5
17.5
17.0

17.5
19.0
20.0

Therefore, 95 % payment of the concrete slides from it, in order to insure

contract price for item 311 is allowed. symmetrical distribution of concrete within the
mold.
3. Each layer should be rodded with 25 stroke of
a 5/8” diameter rod having a length of 24 in.
and bullet-pointed at the lower end. The
stroke should be distributed in a uniform
manner over the cross section of the mold
and should penetrate into the underlying layer
by ½ inch.
4. After the top layer has been rodded, strike off
STATION OF CORE TAKEN

the surface of the concrete with a trowel so

that the mold is exactly filled.
5. Remove the mold from the concrete by
Sta. 0 + 050 RL

+ 250 RL

+ 450 RL
+ 150 LL

+ 345 LL

+ 350 LL

+ 351.25
+ 355 LL

raising it carefully in a vertical direction, then

measure immediately the slump by
+ 349

determining the difference between the height

of the mold and the height of the concrete:

Slump = 12” – height of the

concrete after its
subsidence

6. After the slump measurement is completed,

tap gently the sides of the concrete frustum
with the tamping rod. The behavior of the
concrete under this treatment is a valuable
indication of the cohesiveness, workability,
and placeability of the mix. A well
proportioned workable mix will gradually
CORE ID

#4–F
#4 – B

slump to lower elevation and return its original

#X

identity, while a poor mix will crumble,

#1
#2
#3

#4

#5
Y

segregate and fall apart.

 not obtain samples from the very first or STANDARD METHOD OF TEST FOR 3. Determine the net weight of water in the
last portions of the batch discharge. measure
UNIT WEIGHT AND YIELD OF CONCRETE
Perform sampling by passing a 4. Measure the temperature of the water and
STANDARD METHOD OF AASHTO Designation: T 121 – 82
receptacle completely through the determine its unit weight, from the following
SAMPLING FRESH CONCRETE discharge stream or by completely (ASTM Designation: C 138 – 77) table ( interpolate if necessary)
AASHTO Designation: T 141 – 74 diverting the discharge into a sample
(ASTM Designation: C 172 – 71) container. Unit Weight of Water
I. APPARATUS
b. Sampling from Paving Mixers – Temperature kg/cu.m.
1. SCOPE 1. Balance
Sample the concrete after the 2. Tamping Rod – round, straight steel rod, 16 F C
This method describes the procedures for contents of the paving mixer have been mm in diameter 60 mm in length
obtaining representative samples of fresh discharge. Obtain samples from at and rounded tamping end 60 15.6 999.01
concrete as delivered to the project site and least five different portions of the pile 3. Measure – a cylindrical container made from 65 18.3 998.54
on which tests are to be performed to and then composite into one sample for metal that is not readily attacked by 70 21.1 997.97
determine the compliance with quality test purposes. Avoid contamination cement paste 75 23.9 997.32
requirements of the specifications under with sub-grade materials or prolong - Watertight and sufficiently rigid to 80 26.7 996.59
which the concrete is furnished. The methods contact with an absorptive sub-grade. retain its form and calibrated volume 85 29.4 995.83
include sampling from stationary, paving and under rough used
truck mixers, and from agitating and non- c. Sampling from Revolving drum / Truck 5. Calculate the factor for the measure by
agitating equipment used to transport central Mixers or Agitators – Minimum Capacity of Measures dividing the unit weight of the water by the
mixed concrete. weight required to fill the measure.
Sample the concrete at two or more Max. Nominal Size Capacity of
2. SAMPLING regularly spaced intervals during Of Coarse Agg., mm Measures, ltr III. SAMPLE – Obtain the sample of freshly mixed
discharge of the middle portion of the concrete in accordance with the Standard
The elapsed time between obtaining the first batch. Take the samples within the time 25.0 6.0 Sampling of Fresh Concrete. (AASHTO
and the final portions of the composite limit specified for sampling fresh 37.5 11.0 DESIGNATION: T 141)
samples shall be as short as possible, but in concrete and composite them into one 50.0 14.0
no instance shall it exceed 15 minutes. sample for test purposes. In any case 75.0 28.0 IV. PROCEDURE
do not obtain samples from the first or 114.0 71.0
Transport the individual samples to the place last portions of the batch discharge. 152.0 99.0 1. Consolidation – consolidate by rodding for
where fresh concrete test are to be performed Sample by repeatedly passing a concrete having a slump greater than 75 mm,
or where test specimens are to be molded. receptacle through the entire discharge Dimension of Measures by rodding or vibration if the slump is 25 to 75
They shall then be combined and re-mixed stream or by completely diverting the mm, and by vibration if the slump is less than
discharge into a sample container. Capacity Inside Inside Thickness Metal Size of 25 mm
with a shovel to ensure uniformity. Of Agg.
Regulate the rate of the discharge of (liters) Dia. Height Wall 2. Rodding – place the concrete in the measure
Bottom Max.
(mm) (mm) (mm)
Start tests for slump or air content, or both, the batch by the rate of revolution of (mm) (mm) in three layers of approximately
within 5 minutes after the sampling is the drum and not by the size of the equal volume
completed. gate opening. 3 155+/-2 160+/-2 5.0 2.5 12.5 - rod the bottom layer throughout its
10 205+/-2 305+/-2 5.0 2.5 25.0 depth but the rod shall not forcibly
Start molding test specimens for strength 15 255+/-2 295+/-2 5.0 3.0 40.0 strike the bottom of the measure
30 355+/-2 305+/-2 5.0 3.0 100.0 - distribute the strokes uniformly
within 15 minutes after fabricating the
composite sample. Keep the elapsed time over the cross section of the
between obtaining and using the samples as measure and for the top two layers,
4. Strike-Off – flat rectangular plate, 6 mm thick penetrate about 25 mm into the
short as possible and protect the sample from
or glass or acrylic plate, 12 mm underlying layers
the sun, wind, and other sources of rapid
thick. - after each layer is rodded, tap the
evaporation, and from contamination.
-- Length and width at least 50 mm sides of the measure smartly 10 to
greater than the diameter of the 15 times with the appropriate mallet
3. PROCEDURE
measure. - add final layer so as to avoid
5. Mallet – with rubber or rawhide head, 0.57+/- overfilling
Size of Sample – Make the sample to be
0.23 kg for 14 liters or smaller - 25 strokes if the measure used is
used for strength tests a minimum of 1 cu.ft.
measures, 1.02+/-0.23 kg for measures 14-liters or smaller in capacity
larger than 14 liters capacity measure. - 50 strokes for 28-liter measure
a. Sampling from Stationary Mixers,
Except Paving Mixers – 3. Internal Vibration
II. CALIBRATION OF MEASURE - Fill and vibrate in two equal layers
(AASHTO DESIGNATION: T 19-80) - Insert vibrator at three different
Sample the concrete at two or more
regularly spaced intervals during points for each layer
1. Weigh empty measure - In compacting the bottom layer, do
discharge of the middle portion of the
2. Fill the measure with water at room not allow the vibrator to rest on or
batch. Take the samples within the time
temperature touch the bottom or sides of the
limit of 15 minutes and composite them
into one sample for test purposes. Do measure
 - In compacting the final layer, the MAKING AND CURING CONCRETE TEST MAKING AND CURING CONCRETE TEST

300(12) -460(18)
No. of Cylinder
vibrator shall penetrate into the

Up to 300 (12)
Over 300 (12)

Over 460 (18)

SPECIMEN IN THE LABORATORY SPECIMEN IN THE FIELD
underlying layer approximately 25

mm (in.)
mm AASHTO Designation: T 126-76 AASHTO Designation: T 23
- The duration of vibration will depend (ASTM Designation: C 192-76) (ASTM Designation: C 31)
upon the workability of the concrete
and effectiveness of the vibrator No. Of Specimen – 3 or more for each test age or
- (note: Usually, sufficient vibration condition A. COMPRESSION TEST SPECIMENS
has been applied as soon as
the surface of the concrete PREPARATION OF MATERIALS: 1. Size of Specimens
becomes relatively smooth)
Temperature – 20 to 25 degrees C Diameter = 3 x max. nominal size of
4. Strike-Off aggregate
- After the consolidation, strike- Cement – Shall pass through 1.18 mm (No. 16) or Height = 2 x diameter
off the top surface of he finer sieve
concrete and finish it smoothly - All lumps must be rejected 2. Molding
with the flat strike-off plate - Fill the mold in 3 layers of
MIXING PROCEDURE: approximately equal volume
5. Cleaning and Weighing - Rod each layer with a bullet-shaped
- After the strike-off, clean all A. Hand Mixing tamping rod at lower end
excess concrete from the – mix cement and fine aggregate - The strokes shall be distributed
exterior of the measure and without water (and admixture, if uniformly over the cross-section of the
determine the net mass of the any) mold and shall just penetrate into the
concrete. - mix coarse aggregate without underlying layer
water - The bottom layer shall be rodded
6. Calculation - add water (and admixture throughout its depth
“solution” if used until the concrete - Tap the side of the mold to close the
Unit Weight = (Net Mass of the concrete) X is homogeneous voids left by they tamping rod
(Calibration Factor of measure) - After the top layer has been rodded,
B. Machine mixing the surface of the concrete shall be
Yield = (Total Mass of Batch) / (Unit Weight of struck off with a trowel and cover with
Concrete) Step 1 – Prior to starting rotation, add coarse a glass or metal plate to prevent
aggregate, some of the mixing water, evaporation
Cement Content and the solution of admixture, if
= Mass of Cement in the Batch required.
Volume of the Batch Step 2 – Start mixer and add fine aggregate,

200(8) as near
Strokes/Layer

as practicble
cement and water while running.

No. of Strokes

half depth
No. of Roddings per Layer / Rod Diameter

100 (4)
per Layer

No. of
If Step 2 is not possible

-
25
25
50
75
- Stop mixer
- Add other ingredients

No. of Layers Required

- Mix for 3 minutes
- Followed by 3 minutes rest

No. of Layers
- Followed by 2 minutes final

as required

3 or more
mixing

3 equal

2 equal
Note: Cover open top wile resting.

Rod Diameter
Mm (inc)

10 (3/8)
16 (5/8)
16 (5/8)
16 (5/8)
Discharge concrete to mixing pan and remix
using shovel until uniform in appearance.

Compaction
Curing

) Vibration
Vibration
0 Rodding
(10Rodding
0 Mode of
- cover immediately after molding
- remove from mold not less than 20 nor
more than 48 hours after molding

Dia
Cyl
ind

(4)

(6)

(8)
10

15

20

25
(in
er

c)
M
m
0

0
.
- storage during the first 48 hours should be
vibration-free
Consolidation by Vibrator
 Use 3 insertion of the vibrator at
different points for each layer
 Allow the vibration to penetrate
through layer being vibrated, and
into layer below, approximately 25
mm (1 inch)

3. Curing
 After molding cover top with wet
burlap and store in a cold place
 Remove from mold after 24
hours and soak in water more
than 7 days prior to the time of
test (tests shall be kept in the
field at least three-fourths of the
test period)
 While in the laboratory the
specimen shall be kept at
laboratory temperature until 24
to 48 hours before testing

General Rules:
1. Take samples from at least
three parts of the load
2. Use only non-absorptive molds
3. Fill in three equal layers, rod
each layer 25 times with
spherical-nose rod
4. Let cylinder stand undisturbed
from 12 to 24 hours, with tops
covered at temperature
between 60 and 80 F (20 – 26
C)
5. Pack cylinders carefully in
sawdust and ship to laboratory
for testing.

B. FLEXURE TEST SPECIMENS

1. Size of Sample
Depth = 3 x max. nominal size
of aggregate
Width = depth or may be wider
by not more
Than half
Length = 3 x depth + 2 inches
or more

2. Molding
 Fill the mold with concrete in layers
of approximately 75 mm (3 inches) in
depth
 Rod each layer 50 times for each
square foot ( or 1 stroke for each 2
square inches)
 After each layer is rodded, the
concrete shall be spaded along the
sides and ends with a mason’s
trowel or other suitable tools
 When the rodding and spading
operations is completed, the top
shall be struck off with a Consolidation by vibration – Insert the APPROXIMATE SAND AND WATER

Approximate Depth / Layer, mm (in)

straightedge and finished with a vibrator at intervals not exceeding 150 mm (6 in) CONTENTS PER CUBIC METER OF

200 (3) or as near as practicable

wood float along the centerline of the long dimension of the CONCRETE
specimen. For specimens wider than 150 mm (6

Depth of Sample
in.), use alternating insertions along two lines.

Half Depth
Allow the shaft of the vibrator to penetrate into the Based on mix having a water – cement

100 (4)
1 for each 14 sq.cm. (2 sq.in.) of Surface
1 for each 7 sq. cm. (sq.in.) of Surface
bottom layer approximately 25 mm (1 in.) ratio of 0.57 by weight of 22.8 kg per bag of
cement ( 22.8 L/bag of cement), 75.0 mm slump

No. of Strokes per Layer

3. Curing and natural sand having a fineness modulus of
- After molding tests specimens, 2.75.
immediately cover molds with wet
burlap and store in a cold place For mixes having either proportions, see

25
- Let tests specimens stand undisturbed in adjustment below
their molds for 24 – 48 hours at 60 –
80F

Net Water Content

- Immediately after removal, soak

Liters

Net Water Content

214
199
192
181
172
163
146
Angular Course Aggregate
specimens in water

per cu.m.

+ or – 3 %
No. of Layers

- 4.7 kg
+ 8.9 kg
- Cure samples 4 to 7 days at the project

3 or more

2 or more
2 equal
Rod Size and No. of Strokes per Layer

Effect on Values in Table V

0
0
site

Kgs.

214
199
192
181
172
163
146
Note: Specimens made to determine

No. of Layers osdoso

when placed concrete is ready for traffic
should remain in them molds for 44 – 52

Aggregate
Sand % of

Absolute
Volume
cu.m.
Total
hours. Then stored as near as possible to

56
51
46
42
39
36
31
by

Percent Sand
the installation they represent and cured

Adjustment of Above Table for Other Conditions

+ or – 1
the same.

+ or ½
Rod diameter, mm (inches)

+3
-3
0
GENERAL RULES:

Net Water Content

liters

199
184
178
166
157
148
131
Mode of Compaction
10 (3/8)
10 (3/8)
16 (5/8)

per cu.m.
1. Take samples from at least three parts of

Rounded Course Aggregate

Vibration
Vibration
Rodding
Rodding
the load.

Each 0.1 increase or decrease in fineness Modulus of Sand

2. Use rigid non-absorptive, water - tight

199
184
178
166
157
148
131
Kg.

Each 0.055 increase or decrease in Water – Cement ratio

molds at least 6” x 6” in cross section.
3. Oil molds lightly before filling, fill molds in 3
– inches deep layers and rod each layer

Aggregate by Absolute
once for each 2 sq.in. of area.

Sand % of Total

Changes in Conditions Stipulated in Table V

Volume cu.m.

Each 25 mm increase or decrease in slump

Top Surface area of Specimen, sq.cm. (sq.in.)

4. Spade all sides with a trowel, strike off top

For Less Workable Concrete as Pavement

with a straightedge, and finish with a

51
46
41
37
34
31
26
wood float.
5. Cover test beams immediately with a
165 – 310 (26 – 49)

double layer of wet burlap and let

310 (50) or more
160 (25) or less

specimens stand undisturbed for 24 hours

150 – 200 (6 – 8)

150 – 200 (6 – 8)
Depth, mm (in)

Over 200 (8)

Over 200 (8)

at temperatures between 60 to 80 F.

Aggregate, mm (in.)
Maximum size of

Manufacture sand
37.5 (1 ½)
12.5 (1/2)
19.0 (3/4)
(Table V)

150.0 (6)
25.0 (1)

50.0 (2)
75.0 (3)
 Uses of Each Class of Concrete 14 Paints 2 (S) per 100 cans 1- 4 liter can
SAMPLNG REQUIREMENTS FOR TESTING 1 - 20 liter can
Class A: All superstructures and heavily reinforced Of Common Construction Materials
Table 1 substructures. For slabs, beams, girders, 15 Joint Filler 1 - 400mm x 400mm
columns, arch ribs, box culverts, reinforced (Pre-molded) sample
abutments, retaining walls and reinforced SAMPLING REQUIREMENTS FOR 16 Curing 1 - liter
TESTING Compound
footings.
17 Concrete 1-set of 3 cylinder 1-set of 3 cylinder (6" x
compressive Strength
of 150 mm x 300 mm

Specimen at 28 days
of Common
Concrete Cylinder

Construction Cylinder for 75 cu.m. 12")

Class B: Footings, pedestals, massive pier shafts, pipe
20.7 ( 3,000 )

16.5 ( 2,400 )

37.7 ( 5,000 )

20.7 ( 3,000 )
20.7 (3,000 )
Materials 18 Concrete 1 set of 3 beams for 1 set of 3 beams (6" x
bedding, and gravity walls, unreinforced or
Mpa (Psi)
Minimum

Beam 75 cu.m. or 1-day 6" x 21")

with only a small amount of reinforcement. pouring
MATERIALS MINIMUM TESTING MINIMUM QUANTITY 19 Concrete 5 holes / km. / lane
Class C: Thin reinforced section, railings for filler in REQUIREMENTS OF SAMPLE TO BE Core
steel grid floors precast piles and cribbing. SUBMITTED FOR 5 holes / 500 mtrs
TESTING when 2-lanes
Class P: Prestressed concrete structures and poured
20 Asphalt Core
members.
Std,, mm (Alternate)
Designated Size of
Coarse Aggregate

a.) Density 1 core for every 100m or at least one for

Square Opening,

1 Cement 1 - sample per 2,000 10 kgs

( 2 ½” – No. 4)
( 2” – No. 4 )

( ¾” – No. 4)

( 1” – No. 4 ) Seal : Concrete deposited in water. and each full day's operation
( 1” – No. 4)

bags
50 – 4.75

63 – 4.75

19 – 4.75

25 – 4.75

25 – 4.75
Thickness
2 Asphaltic 1 (S) per 40 tonnes 5 liters
Test
Materials or 200 drums
21 Water
3 Asphalti Mix 1-(S) per 130 tonnes 20 kgs (Complete)
Analysis
4 Aggregates a.) Chemical 500 Ml
Analysis
a.)Coarse 70 kgs b.) Sediment 500 Ml
Aggregates load Analysis
b.) Fine 50 kgs
Range in Slump

22 Structural 1 (S) per 50 Reduced Section (as

Aggregates
Consistency

Steel/Sheet tonnes/50,000 kgs prescribed)

Mm ( inch )

100 – 200
( 4 ) max.
100 max.
50 – 100

50 – 100

50 – 100

5 Soil 1-(S) per 1,500

(2–4)

(2–4)

(2–4)

(4–8)

Aggregates cu.m.
a.) 20 kgs
Classification
b.) Routinary 50 kgs
Test
c.) Moisture
Density
Relation 50 kgs
Cement Ratio kg/kg
Maximum Water –

& CBR
6 Non - 2 pipes Min./0.5 % 2 pipes
Reinforced of No. of Pipes
0.53

0.58

0.55

0.49

0.58

Concrete
Pipe
7 Reinforced 1 (S) per 50 pipes or 1 pipe (1m length)
Concrete 2% No. of pipes
Pipe
8 Steel Pipe 1 (S) per 600 length 2 pcs of 100 mm long
(Galvanized ) taken from both ends
w/o thread
9 Concrete
Hollow
Content per cu.m.
Minimum Cement

Blocks
Kg (bag #)

(Complete)
(11.0)

(9.5)f
(9.0)

(8.0)

(9.5)

a. Strength 3 units
360

320

380

440

380

b. Moisture 3 units
Content
10 Steel Bar 1 (S) per 10,000 kgs 1 meter
or 10 tonnes
11 Steel Sheet 1 (S) per 1,000 1 sheet
(Galvanized) sheet
12 Wire:
(Strand)
SEAL
Class

Wire 2 meters
C
A

(Strap)
13 Gabion 1m x 2m