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DETERMINATION OF ORGANIC MATTER IN SOILS ( IS: 2720 – Part – 22)

In civil engineering, several studies showed that organic soils may show considerably low bearing capacities, and considered them as soft soils due to their high settlement values indeed under relatively applied loads. Consequently, there’s a tendency in the field of construction to avoid executing any projects above this type of problematic soils.
when exposed to structure’s loads, especially that wide areas of the area are covered with fine granulated soils containing different rates of organic matter. It is very necessary to know whether soil is organic or not. However, organic matter can also decrease the efficiency of compaction because the organic matter absorbs some of the energy transmitted to the sample. As per MORT& H specification , organic soil can not be used in road construction. Here is procedure how to find out the organic percentage in soil.

Determination of total Organic matter in soils.

Sample Preparation:

  1. Total weight of original soil sample (Oven dried) – W1
  2. Sieve the sample on 10 mm IS sieve and weighed the passing material – W2
  3. Then sieve the sample on 425 micron IS sieve and take the soil sample for the test – Approximately 5 grams – W3 grams.

Preparation of Reagents:

  1. Potassium Dichromate Normal solution: Dissolve 49.035 grams of Potassium Dichromate in one liter of distilled water.
  2. Ferrous Sulphate 0.5 N solution: Dissolve 140 grams of Ferrous Sulphate in 0.5 N Sulphuric acid to make one liter of solution (Add 14 ml of concentrated Sulphuric acid to distilled water to make one liter of solution for 0.5 N Sulphuric acid).
  3. Concentrated Sulphuric acid: Gr 1.83.
  4. Ortho Phosphoric acid: Gr 1.70 to 1.75.
  5. Indicator: 25 grams of Sodium Diphemylamine-Sulphonate dissolved in 100 ml of distilled water.

Standardization of Ferrous Sulphate Solution:

  1. Take 10 ml of Normal Potassium Dichromate solution in to 500 ml conical
  2. Add 20 ml concentrated Sulphuric acid and swirled and allowed to cool for some
  3. Add 200 ml of distilled water, 10 ml of Ortho Phosphoric acid and 1ml of the Indicator and the mixture shall be shaking thoroughly.
  4. Ferrous Sulphate solution added through burette in 0.5 ml increments, up to the solution changes from blue to
  5. Add 5 ml Potassium Dichromate, then solution changing the color back to blue.
  6. And then Ferrous Sulphate added drop by drop until the color of the solution changes from blue to Measure the total volume of Ferrous Sulphate solution in ml and recorded it as ‘X’.

Procedure:

  1. Take 5 grams of soil sample of 425 micron IS sieve passing in 500 ml conical
  2. Add 10 ml of Potassium Dichromate
  3. Add 20 ml of concentrated Sulphuric acid and allowed to 30 minutes on a heat insulating surface like asbestos
  4. Add 200 ml distilled water, 10 ml of Ortho Phosphoric acid, 1 ml of the Indicator and the mixture shall be shake
  5. Ferrous Sulphate solution added through burette in 0.5 ml increments, up to the solution changes from blue to
  6. Add 5 ml Potassium Dichromate, then solution changing the color back to blue.
  7. And then Ferrous Sulphate added drop by drop until the color of the solution changes from blue to Measure the total volume of Ferrous Sulphate solution in ml and recorded it as ‘Y’.

Calculations:

  1. The Volume of Potassium Dichromate used to oxidize organic, V= 5(1 – Y/X).
  2. Percentage of Organic Matter in soil = (0.67W2V) / (W1W3)
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Determination of Total Soluble Sulphates by Volumetric Method: (IS : 2720 – Part – 27)

The expansion of soil containing high sulphates occurs during ambient temperature drops from daytime temperatures of roughly 30 degree to below 5 degree at night. This expansion caused structural damage to single storey house in particular and to interior concrete bottoms and asphalt driveways. This phenomena, herein appertained to as” salt heave,” . Only by early recognition of the presence of water-soluble sulphate in the soil to control structural damage building or pavement. The final test procedure described herein provides a system to estimate soils containing sodium sulfate.  In this session we will learn how to determine total soluble sulphates by volumetric system as per( IS 2720 – Part – 27).

Object: Determine total soluble sulphates by volumetric method as per  (IS : 2720 – Part – 27)

Sample Preparation: Take about 100 grams of oven dried soil sample and sieve it in a 425 micron IS Sieve.

Preparation of Reagents:

  1. Barium Chloride Solution (N/4): Dissolve 5 grams Barium chloride in one liter of distilled water.
  2. Potassium Chromate Solution (N/4): Dissolve 275 grams of Potassium chromate in a small amount of distilled water. Add few drops of Silver Nitrate solution to it to remove any Chloride, filter and dilute to 250 ml.
  3. Silver Nitrate Indicator: Dissolve 500 mg of Silver Nitrate in 100 ml of distilled water.
  4. Dilute Solution of Ammonium Hydroxide: (Sp.Gr 0.888) Mix Ammonium Hydroxide and distilled water in the ratio of 1:2.
  5. Concentrated Hydrochloric acid: Gr 1.11.

Test Procedure:

  1. 10 grams of soil sample taken in to
  2. Add 50 ml water, stir well, allow decanting and
  3. Take 10 ml filtrate sample by pipette in a conical
  4. Make it slightly acidic by adding concentrated hydrochloric acid (i.e.: few drops) and heat to
  5. Add Barium Chloride solution (N/4) from the burette till the precipitation is complete, measure the volume in ml and recorded it as ‘X’.
  6. Neutralize the solution with Ammonium hydroxide (i.e.: few drops).
  7. Titrate the excess of Barium chloride against Potassium Chromate solution(N/4), measure the volume in ml and recorded it as ‘Y’. the end point may be confirmed, if considered necessary, by using Silver nitrate solution as an external indicator.

Calculations:

Sulphates as Sodium Sulphate in Soil, percent by mass = 0.0177 x (X – Y)

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METHODOLOGY OF SOIL – CEMENT STABILISATION

General         

Soil cement stabilization is a construction method which is  used to increase the strength of subgrade soil by mixing it with cement as well as water.  This method statement pertains to usually construction of top 150mm of subgrade and earthen shoulders with 2% (two percent) cement by weight mixed with approved soil including all leads and lifts as per Technical Specifications modified Clause 403.

1.CONSTRUCTION EQUIPMENT:

The following equipment shall be used:

  1. Disc Harrows with tractor for scarifying , pulverizing and mixing
  2. Motor Grader for leveling
  3. Vibratory Compactor for compaction
  4.  Water tanker with sprinkler for mixing of water as well as curing

2.DESIGN  : The mix design shall be done on the basis of 7 days unconfined compressive strength and durability test and the laboratory strength shall be at least 1.5 times the minimum field  UCS value stipulated in the contract. The cement to be used is of grade 43 and the quantity to be used is 2% by weight & is of dry density of soil.

3.CONSTRUCTION SEQUENCE:  

Mix in place method will be adopted. In this method the mixing of the soil – cement is done at the place where it will be finally placed. It consists of the following steps:

  1.   The Sub grade is cleared of all undesirable materials such as boulders, debris, stumps etc. It is then leveled to the required formation level and true to the camber.
  2. The leveled sub grade is scarified to a depth equal to the proposed thickness of the soil cement mix i.e 150 mm. This will be done by disc harrows pulled by the tractors.
  3. The scarified soil is then pulverized till all the particles pass through 26.5 mm sieve and 80% pass through 5.6mm sieve. (Refer table 400.7 MORT&H Specification). This will be achieved by using disc harrows pulled by tractors.
  4. The pulverized soil is properly shaped to require grade and cement is spread uniformly over surface. The cement to be used is of grade 43 and the quantity to be used is 2% by weight & is of dry density of soil. It is then intimately dry mixed till the mixture gets uniformly mixed.
  5.   The required quantity of water is sprinkled over the surface and the wet mixing is done till the mixture is uniform in the colour. However the mixing should not be continued after the cement has started hydrating, as it would result in a loss of strength. The moisture content compaction is checked vide IS 2720 (Part 2) shall neither be less than the OMC corresponding to IS 2720 (Part 8) not more than 2% above it.
  6. The operation (d) & (e) should be completed within 3 hours of spreading the   cement.
  7. The surface is properly graded using the grader.
  8. Compaction immediately after the grading of the mixed material, compaction will be carried out with smooth drum vibratory rollers. Rolling shall commence at the edges and progress towards the center except at super elevated portions where it shall commence at the inner edge and progress towards outer edge. During rolling the surface shall be frequently checked for grades and cross fall any irregularity corrected by loosening the material and removing / adding fresh material. Compaction is to continue until the density achieved is at least 98% of the maximum dry density for the material determined is accordance with IS 2720  (Part 8 )
  9. Care is to be taken to see that the compaction of the mix is completed within two hours of its mixing.
  10. The compacted soil- cement is most cured for 7 days by keeping it damp water will be sprinkled every four hours for the first 3 days and every 8 hours for the balance four days.

4.THE FOLLOWING QUALITY CONTROL TESTS ARE PROPOSED:        

  1.  Quality of cement                               – One test for each consignment of 50 MT
  2. Cement content                                    –   Regularly through procedural check.
  3.  Degree of pulverization                   – As considered necessary
  4.  Moisture content                                –   One set of 2 tests for per 500 sqm
  5. Density of compacted layer             -One set of 2 tests per 500 sqm
  6. CBR or Unconfined strength test  – On a set of 3 specimen  Drawn from 1 Km
  7. Deleterious Material                           – As required
  8. Surface finish                                        – As per MORT&H Specification Clause 902

5.TRAFFIC ARRANGEMENT:

No traffic of any kind will ply over completed Sub base except the water truck used for sprinkling of water

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Grouting Methodology( Post-Tensioned Tendon )

  • General

The purpose of Grouting is to provide permanent protection to the post-tensioned tendon against corrosion and to develop a bond between the pre stressing Strand and the surrounding concrete. Grout also fills up void spaces, expelling the water collection therein, if any.

1.    Material Required for Grouting

a)Water : Only clean water to be used.

b)Cement : OPC (Ordinary Portland Cement), Grade 43 approved by the Engineer to be used.

c) Admixture : The admixture to be used shall be Alumina free  and satisfied the specification

2.Equipment Required for Grouting

 BBR Grout Mixer (MMJ-100) and colloidal mixer (Swibo Mixer).BBR Grout mixer, which consists of twin tanks, carries out  the grouting operation. One tank is used for mixing while the other tank serves as an agitator. The top tank is connected to a colloidal mixer. The Grout flow is distributed to the bottom tank and on to the Swibo mixer through a three-way valve. Cement and water is mixed in the top tank in the water cement ration 0.38 to 0.42. This mixture is passed through the  Swibo mixer and the top tank. This cycle is repeated for two minutes. After this, the grout is passed on to the agitator tank in the bottom. From this tank this grout mix is pumped to the tendon duct. A by-pass valve is fitted between the grout mixer and the tendon inlet. The following are the specifications of the grout mixer.

3.Grouting Material and Admixture

  • The cement to be used for grouting is OPC (Grade 43) obtained from manufacturers as approved by the Engineer.
  •  The admixture shall be free of Alumina. It shall be a plasticiser and a retarding agent having the following requirements.
  • Flowability at a given water / cement ratio.
  • Reduction of bleeding water.
  • Prevention of segregation in high pressure grouting.
  • Retarding in the setting of grout.
  • Expansion of grout of compensate for shrinkage. Conbex 100, a Fosroc product to be used after approval by the Engineer.
  • Capacity of mixing                    =        100 L each time.
  • Delivery of  Pump                     =        Approximately 1400 L
  • Maximum injection Pressure     =        5 Kg / Sq CM.
  • Air Compressor-Water used for cleaning the tendons are flushed by Compressed Air. An air compressor is also kept ready to flush out grout from the tendon as an emergency measure. The capacity of the compressor is 300  CFM.

4.Pre Grouting Operations

  1.  Grouting is carried out for the tendon after stressing. This is done as soon as possible but not later than two weeks after completion of stressing of the tendon. Whenever this stipulation cannot be maintained, adequate protection measures against stress corrosion are to be taken for the protection of the tendon by injecting water-soluble oil.
  2.  The protruding Strands are cut with a disc cutter not closer than 25 mm from the face of the Anchor Head.
  3. A Grout Cap with air vents is fixed to the anchor head by fasteners.
  4. Check all grout vents, Inlet and outlet pipes.
  5.  The tendon duct is washed well with water and then this water is flushed by compressed air.
  6. Before grouting the following tests are conducted on grout mix.

a)Flowability check : This is done using a Flow Cone Apparatus. The time taken for the flow of pre-measured quantity of grout is noted which should  be in the range of 13 to 18 seconds.

b)Shrinkage and Bleeding test : Grout mix is poured into a transparent beaker. Shrinkage and bleeding are measured and records maintained.

5.Compressive Strength : Grout cubes of size 100 mm x 100 mm x 100 mm are taken for different W/C ratios and the compressive strength is tested after 7 days.

The test results of the grout shall have the following specifications.

Compressive Strength      = not less than 17 Mpa at 7 days.

Shrinkage                        = Max,.-3%

Bleeding at 3 hour           = Max, 2%

6.  Grouting Operations

Grouting operation to be started after completion of Stressing and clearance by the Engineer. Once all tendons are prepared for grouting, the span is ready for grouting. Before grouting, water will be removed and duct will be flushed with compressed air. Water, cement and admixture required for the span are kept ready within the accessible distance.

  1. The grout mixer is started and checked. The cement and water is mixed in the top tank of mixer in the water / cement ratio of 0.38 to 0.42. This mix is passed on to the bottom tank.
  2. Another fresh grout is mixed in the top tank and once this is ready, the grouting of tendons is started.
  3. The temperatures of grout is measured, which shall not exceed 25 deg centigrade and not lower than 10 deg centigrade.
  4. Grout is injected into the tendon in a continuous manner without any interruption.
  5. Grouting is started with a low pressure. As the grout fills up and flows forward, the pressure increases. As the grout flows forward, it fills up and comes out through the grout vent opening. Once the grout of good consistency comes out, the vent openings are closed.
  6. The grout comes out through the outlet of the tendon. The consistency of the grout is compared with that of grout at the injection end.
  7. At this stage, pumping is stopped. The outlet is closed and the pumping is resumed. The pressure increases and is allowed to buildup up to 5 kg / Sq. Cm. This pressure is maintained for about 1 min.
  8. After this the ball valve is closed and grout pipe is shifted to another tendon.

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METHODOLOGY OF CEMENT TREATED BASE /SUB BASE

1.0  Purpose

This provides details of Method Statement to be adopted for CTSB/CTB laying and compaction. For the functional requirement, the thickness of cement treated bases shall not be less than 100 mm.

2.0 Scope

This work shall consist of mixing, laying and compacting of aggregates mixed with cement in a mixing plant as a sub-base/base course on prepared subgrade/sub-base in accordance with the requirements of the Specifications and in conformity with the lines, grades and cross-sections shown on the drawings or as directed by the Engineer.

3.0  Equipment

Mixing Plant

Dumpers/Tippers

Water Tanker

Paver

Roller

4.0    Mix Design

The aggregate gradation for CTB shall be as given in table 400-4 of MORT&H specification. The CTB material shall have a compressive strength of 4.5 MPa in 7 days. The minimum cement content for the mix shall be 2%. Mix shall be got approved by the engineer prior to its use.

5.0      Trial

A minimum 100-meter length of the new carriageway trial patch shall be laid with using hydraulic mechanical pave finisher.  Loose thickness of the layer, number of passes of vibratory roller to achieve 98 % modified proctor density, allowance for evaporation of moisture content, and line, level & cross fall shall be established during the trial. Before commencement of main work, trial patch should be got approved from the IE as per their satisfaction.

6. Responsibility

  • Section In charge will be responsible for quality control of the section for the construction CTSB/CTB. He will liaise with the Concessionaire Engineer In charge. Further he will be assisted by field engineers, surveyors, supervisors and lab technicians

7.0      Setting Out

 The limits of CTB layer shall be marked by fixing pegs on both sides at regular intervals.  The chainage boards & Bench Marks shall be set outside the limits of construction.

8.0      Procedure

Construction operation shall be as per Clause 403.3 of MoRTH or Chapter 5 of IRC SP 89. Before laying CTSB/CTB on already prepared sub base/sub grade , the shoulder shall be constructed first in order to provide confinement.

Material  for the CTSB/CTB shall be prepared as per mix design in mixing plant. Moisture shall be maintained within tolerance range as determined by Mix Design. The mix shall be spread by a paver finisher in full width of a pavement as per approved drawing. In exceptional cases where it is not possible for the paver to be utilized, mechanical means like motor grader may be used with the prior approval of the Engineer. Maximum care shall be taken to spread the material uniformly. The compaction shall be carried out as per clause 403.3.5 with the help of vibratory roller of 8T to 10 T. Rolling shall be continued until the density achieved is at least 98 percent of maximum dry density.

The sub-base/base course shall be suitably cured for 7 days. Subsequent pavement course shall be laid soon after to prevent the surface from drying out and becoming friable. No traffic of any kind shall ply over the completed sub-base/base unless permitted by the Engineer.

9.0  Quality Control and Testing

Quality control tests shall be done as per Quality Control Tests and Acceptance Criteria as set in MORT&H 5th revision. Of section 900.

 

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METHOD STATEMENT OF CHECKING X – SECTION

Introduction : The purpose of this methodology is to measure physically the x section of the road on ground

Procedure :   The following procedure  to be adopted while taking physical measure :

  1. The sample shall be taken on random basis
  2. First lot of sample shall be taken by Independent Engineer
  3. Start from outer side
  4. First measure physically the width of drain
  5. Then measure the width of the service road, separator, main carriage way and median
  6. Continuously physically measure the length across the road width as stated above in each and every Km.
  7. Compare each with the required TCS

Precaution :

  1. Road should be barricaded by the safety cone
  2. Two flagmen should be deployed with red flag to direct the traffic

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PAVEMENT COMPOSTION METHODOLOGY

Introduction: The purpose of this  methodology is intended for the finding out the crust thickness along the road.

Procedure: The procedure of finding out the crust/Pavement composition are under :

  1. Decide the chainage from where the sample is to be taken on random basis
  2. The first pit shall be selected by the Independent Engineer
  3. Make a pit along the direction of the traffic in each stretch with regular interval of 5 km
  4. Make a suitable size of pit on shoulder along the movement of the traffic with the help of JCB
  5. After digging the pit measure the thickness of each component of the crust
  6. Compare this thickness from the original Crust design.
  7. Note down the thickness of each layer in prescribed format
  8. This above procedure to be adopted along the the direction of the traffic through the project end.

Precaution :

 Road should be barricaded by the safety cone

  1. Two flagmen should be deployed with red flag to direct the traffic

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Methods Statement Ultrasonic Pulse Velocity Testing

Introduction : This test is done to assess the quality of concrete ,this method consists of measuring the time of travel of an ultrasonic pulse passing through the concrete being tested. Comparatively higher velocity is obtained when concrete quality is good in terms of density, uniformity, homogeneity etc. There are mainly two transmission methods ,  direct and indirect . In direct transmission method of ultrasonic pulse velocity is passes on opposite faces directly(both faces)  but in the indirect transmission method  transmission arrangement is placed on same faces .This is least sensitive and shall be used when only one face of the concrete is accessible, or when the quality of the surface concrete relative to the overall quality is of interest. If the transducers and receiver has been placed in same side it will be called Surface probing . Indirect velocity is invariably lower than the direct velocity on the same concrete element. This difference may vary from 5 to 20 percent depending largely on the quality of the concrete under test. For good quality concrete, a difference of about 0.5 km/s may generally be encountered. For the procedure and for calculating the exact value of ultrasonic pulse velocity by surface probing. it is recommended by the code IS 516 (Part 5/Sec 1) : 2018 while using  surface probing method the pulse velocity may be increased by 0.5

Reference code & Method : IS 516 (Part 5/Sec 1) : 2018 , Surface probing & Direct

Procedure :  We will use surface probing method due to one face accessible (Indirect Velocity).

1.At the point of observation, the concrete surface shall be suitably prepared and any plaster or other coating shall be removed to expose the concrete surface. For this purpose, the use of carborundum stones or grinders may be adopted. However, care shall be taken to avoid any damage to concrete surface or concrete structure.

  1. Before switching on the ‘V’ meter, the transducers should be connected to the sockets marked “TRAN” and ” REC”.
    The ‘V’ meter may be operated with either:
    a) the internal battery,
    b) an external battery or
    c) the A.C line.

3 . A reference bar is provided to check the instrument zero. The pulse time for the bar is engraved on it. Apply a smear of grease to the transducer faces before placing it on the opposite ends of the bar. Adjust the ‘SET REF’ control until the reference bar transit time is obtained on the instrument read-out.

  1. Place the two transducers on opposite faces (direct transmission), or on adjacent faces (semi-direct transmission), or on the same face (indirect or surface transmission) . For maximum accuracy, it is recommended that the 0.1 microsecond range be selected for path length upto 400mm

5.Having determined the most suitable test points on the material to be tested, make careful measurement of the path length ‘L’. Apply grease to the surfaces of the transducers and press it hard onto the surface of the material. Do not move the transducers while a reading is being taken, as this can generate noise signals and errors in measurements. Continue holding the transducers onto the surface of the material until a consistent reading appears on the display, which is the time in microsecond for the ultrasonic pulse to travel the distance ‘L’. The mean value of the display readings should be taken when the units digit hunts between two value. Calculate the pulse velocity by using following formula

Pulse velocity=(Path length/Travel time)

Reporting the Result : While reporting the result surface probing system should be considered.

Precaution : Prevent the two transducer leads from coming into close contact with each other when the transit time measurements are being taken. If this is not done, the receiver lead might pick-up unwanted signals from the transmitter lead and this would result in an incorrect display of the transit time.

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METHOD STATEMENT OF ROUGHNESS INDEX

Introduction:  Roughness is the distortion in the road profile, which is of main concern to the road users. It is caused due to the inherent properties of materials and the construction techniques. The pavement surface roughness is expressed as Unevenness or Roughness Index (in mm/ km) measured through Fifth Wheel Bump Integrator or Car Axle Mounted Bump Integrator. Bump Integrator also known as Roughometer or Automatic Road Unevenness Recorder gives quantitative integrate evaluation of surface irregularities on an digital counter / LCD screen. It comprises of a single wheeled trailer, with a pneumatic tyre mounted on a chassis, on which an integrating device is fitted . The operating speed of the machine should be 32±0.5 km/hr. The machine is towed by a vehicle, usually a jeep without disturbing the accuracy of the unevenness-measuring wheel.

Reference Code : RC:SP:16-2019

Procedure : Following procedure should be adopted while performing the test on finished road:

1.For bump integrator reading, first decide the stretch to be tested

2.Then at starting point i.e. at 0 distance, the BI reading is adjusted to “0” cm.

3.The instrument is driven over the stretch with a speed of  (32 +/- 2 km/h) on LHS and after crossing the end point marking; BI reading is taken and noted.

4.The result of bump integrator is generated in terms of count per km, which is the accumulation of the number of pulses in the total stretch.

5.Same test is repeated considering the speeds as mentioned above along in the stretches on RHS.

Recommended Standard Specification for Bituminous Concrete  

<1800 mm per Km

 

 

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METHOD STATEMENT OF REBUND HAMMER TEST

SCOPE: Compressive strength of concrete is very important criteria which can be easily computed by the Rebound Hammer .The rebound hammer is a nondestructive testing apparatus, whereby the rebound of the spring driven mass is measured after its impact with concrete surface. The output of the rebound hammer is referred to as rebound number and are correlated with surface hardness of concrete.

  1. RERFERENCE IS CODE: IS 516 (Part 5/Sec 4) : 2020
  2. PROCEDURE

a. For testing, smooth, clean and dry surface is to be selected. If loosely adhering scale is present, this should be rubbed off with a grinding wheel or stone. Rough surfaces resulting from incomplete compaction, loss of grout, spalled or tooled surfaces do not give reliable results and should be avoided.

b. The point of impact should be at least 25 mm away from any edge or shape discontinuity.

c. For taking a measurement, the rebound hammer should be held at right angles to the surface of the concrete member. The test can thus be conducted horizontally on vertical surfaces (preferably) or vertically upwards or downwards on horizontal surfaces. If the situation demands, the rebound hammer can be held at intermediate angles also, but in each case, the rebound number will be different for the same concrete.

d. Around each point of observation, six readings of rebound indices are taken and average of these readings after deleting highest and minimum reading means we have to take 8 readings

e. After the average reading find out the corresponding Compressive strength from the graph .

3. TEST RESULTS

Test result should record in in prescribed format

The report shall include the following:

a) Date/period of testing

b) Identification of the concrete structure/element

c) Identification of the rebound hammer;

d) Grade of Concrete

e) Test result and hammer orientation for each test area

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