Respect for pedestrians and cyclists

 

Respect for pedestrians and cyclists

Controlled pedestrian crossing are defined as all crossing controlled by a police officer or a traffic light. All other types of crossing are deemed as uncontrolled pedestrian crossing, even though a traffic signal may be flashing amber.

Avoid overtaking cyclists at intersections. Keep plenty of space from the cyclists for they often wobble.

Slow down and stop if you see that a pedestrian is waiting to cross the road.

Probable causes of pedestrian crossing accidents:

The driver did not notice or ignored the pedestrian at the side of the crossing.

The driver's view was obstructed, perhaps by the door post of his or her car.

The driver was going too fast and had insufficient time to watch the road, as he/she should

The driver overtook a vehicle that had stopped to allow a pedestrian to cross the road.

Road Marking

 

Road markings are used to qualify and clarify the rules and regulations enacted from federal law. They may warn of a danger, they may divide the road in to different lanes; they may separate a motor vehicle lane from a cycle track or pedestrian way; or they may signal some sort of prohibition.

Their advantage is that they can easily be seen when other signs are hidden by traffic and they can give a continuing message as you drive along the road.

As a general rule, the more paint, the more important the message.

Road markings appear as lines, continuous or broken, painted along or across the carriageway. In addition to lines, you will encounter arrows, studs, symbols and text messages.

A broken line functions as a recommendation, as a warning or as a guide for road users.

Continuous lines

Are prohibitive lines crossing or straddling a continuous line dividing two lanes is prohibited

Drivers must be familiar with all types of road markings.

You will find them illustrated in the appendix Road Markings.

 

3.2 Road Work

 

Road works

Road repairmen work under considerable pressure. Not only must they concentrate on their work, but they must also be on the constant lookout for oncoming traffic. So show consideration for people doing a tough job, slowdown in good time and keep well clear of the repair works site.

Some ways you can reduce risks on the road:

Keep a sufficient distance between yourself and the vehicle ahead.

Apply the three-second rule.

If someone is driving too close on your tail, take your foot of the acceleration and to increase the safety margin.

Be prepared for action at all times, i.e. by being extra whenever you think things could start getting dangerous.

Be prepared to brake, i.e. by moving your foot over to the brake pedal and being ready to stop in the shortest possible distance.

REFERENCED DOCUMENTS FOR GMB

REFERENCED DOCUMENTS

AASHTO Standard

           ·          M 231, Weighing Devices Used in the Testing of Materials

           ·          R 79, Vacuum Drying Compacted Asphalt Specimens

           ·          T 275, Bulk Specific Gravity of Compacted Asphalt Mixtures Using Paraffin- Coated Specimens

           ·          T 331, Bulk Specific Gravity and Density of Compacted Asphalt Mixtures Using Automatic Vacuum Sealing Method.

 

ASTM Standard

           ·          C6070, Standard Practice for Preparing Precision and Bias Statements for the Test Methods for Construction Materials

         E1, Standard Specification for ASTM Liquid-in-Glass Thermometers. 

APPARATUS. OF COMPACTED ASPHALT MIXTURE

 

APPARATUS.

Weighing Device---

The weighing device shall have sufficient capacity, be readable to 0.1 percent of the sample mass or better, and conform to the requirements of M 231.

Water Bath –

For immersing the specimen in water.

Thermometer—

ASTM 17C (17F) as provided in ASTM E1, having a range of 19 to 27°C (66 to 80° F), graduated in 0.1°C (0.2°F) subdivisions.

Volumeter—

Calibrated to 1200 Ml, or an appropriate capacity depending on the size of the test sample, the volumeter shall have a tapered lid with a capillary bore.

Standard Method of Test for Bulk Specific Gravity (Gmb) of Compacted Asphalt Mixtures Using Saturated Surface-Dry Specimens

          

               SCOPE

Ø  This method of test covers the determination of bulk specific gravity (G_mb) of specimens of compacted asphalt mixtures.

Ø  This method should not be used with samples that contain open or interconnecting voids or absorb more than 2.0 percent of water by volume, as determined in Section 7.2 or 10.2 herein. If the sample contains open or interconnecting voids or absorbs more than 2.0 percent of water by volume, then T 275 or T 331 should be used.

Ø  The bulk specific gravity (G_mb) of the compacted asphalt mixture may be used in calculating the unit mass of mixture.

Ø  Note 1- The values for bulk specific gravity (G_mb) obtained from T 275 or T 331 may differ. Care should be exercised when comparing test result from T 275 or T 331.

 

Ø  The values stated in SI units are to be regarded as the standard.

 

Ø  This standard may involve hazardous materials, operations, and equipment. This standard does b not purport to address all the safety concerns, if any, associated with its used. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

وفاقی وزیراطلاعات شبلی فرازکی اسلام آباد میں پریس کانفرنس سے خطاب

 

گلگت بلتستا ن ا لیکشن صاف اور شفاف ہو گے۔۔۔وفاقی وزیراطلاعات شبلی فراز                                                

گلگت بلتستا ن انتخابات:اپوزیشن اپنی ہار کو دیکھ دھاندلی کا شور مچارہی ہے اپوزیشن کے لئے صرف ایسے ا نتخابات شفاف ہوتے ہیں،جن میں جیتے ہیں صاف اور شفاف الیکشن کو یقینی بنائیں گے وفاقی وزیراطلاعات شبلی فرازکی اسلام آباد میں پریس کانفرنس سے خطاب۔۔۔۔

 اسلام آباد(بورے والاٹوڈئے۔۔۔14نومبر2020ء)  وفاقی وزیراطلاعات ونشریات شبلی فرازنے کہاکہ گلگت بلتستا ن انتخابات میں متوقع ہار کی وجہ سے اپوزیشن دھاندلی کا شور مچارہی ہے،ُٓاپوزیشن کے لئے صرف ایسے ا نتخابات شفاف ہوتے ہیں،جن میں جیتے ہیں صاف اور شفاف الیکشن کو یقینی بنائیں گے۔ وفاقی وزیراطلاعات شبلی فرازنے اسلام آباد میں پریس کانفرنس سے خطاب کرتے ہوئے کہا کہ سب سے پہلے میں گلگت بلتستا ن کی عوام کا شکریہ ادا کرتا ہوں،جس طرح انہوں نے انتخابی مہم کو چلایااور مہم میں حصہ لیااور وہاں پر امن وامان قائم رکھاجسکا حکومت کی طرف سے شکریہ ادا کرناچاہتا ہوں۔

 

CBR test Calculation

 

CALCULATIONS

Stress-Strain Curve –Plot the stress (resistance to penetration-depth of penetration) curve for each specimen as shown in Figure2. In Some instances, the initial penetration takes place without a proportional increase in the resistance to penetration and the curve may be concave upward. To obtain the true stress-strain relationships, correct the curve having concave upward shape near the origin by adjusting the location of the origin by extending the straight-line portion of the stress-strain curve downward until it intersect the abscissa (see dashed lines)

California Bearing Ratio- The corrected load values shall be determines for each specimen at 2.54 and 5.08 mm (0.10 and 0.20 in.) Penetration. California Bearing Ratio values are obtained in percent by dividing the corrected load values at 2.54 and 5.08 mm by the standard loads of 6.9 and 10.3 MPa (100 and 500 psi), respectively, and multiplying these ratios by 100.

 

 

CBR = corrected load value x100/

Standard Load

 

The CBR is generally selected at 2.54 mm (0.10 in.) penetration. If the ratio at 5.08 mm (0.20 in.) penetration is greater, the test shall be rerun. If the check test gives a similar result, the ratio at 5.08 mm (0.02 in.) penetration shall be used.

PENETRATION TEST FOR SOIL

 

PENETRATION TEST

Application of One Surcharge Weight- Place one annular weight on the specimen. Seat the penetration piston with a load of no more than 44N (10 lb.)

Application of the Remaining Surcharge Weight- After seating the penetration piston, place the remainder of the surcharge weight around the piston. The total amount of surcharge weight placed on the specimen shall be equal to the surcharge weight used during soaking. Set the penetration dial indicator and the load indicator to zero.

Application of Load-Apply the loads to the penetration piston so the rate of penetration is uniform at 1.3 mm (0.05 in.)/ mm. Record the load when the penetration is

0.64

1.27

1.91

2.54

3.81

5.08

7.62

Load readings at penetrations of 10.16 and 12.70 mm (0.400 and 0.500 in.) may be obtained is desired.

Note1---The moisture content of the upper 25 mm (1 in). May be determined after testingif desired. Moisture samples shall weight at least 100 g for fine-grained soilsand 500 g for granular soils.

Relation between Dry Density and Moisture Content

 

MOISTURE-DENSITY RELATION

Bearing Ratio at Optimum Water Content-Using the 11-kg (25-lb.) portion prepared as described in section 5.1, determine the optimum moisture content and maximum dry density in accordance with the compaction method specified, either T99 or T180. A previously performed compaction test on the same material may be substituted for the compaction test just described, provided that if the sample contains material retained on the  19.0-mm (3/4 in) sieve, soil prepared as described in section 5.1 is used (Note 3).

Note 3 –Maximum dry unit mass obtained from a compaction test performed in a 101.6-mm (4 in.) diameter mold may be slightly greater than the maximum dry unit weight obtained from compaction in the 154.2-mm (6-in.) compaction mold or CBR mold.

Bearing Ration for a Range of Water Content- Using the 6.8-kg (15-lb) specimens prepared as described in section 5.1, determine the optimum moisture content and maximum dry density in accordance with the compaction method specified, either T99 (Method D) or T 180 (Method D), except that the CBR molds shall be used and each specimen shall be penetrated for CBR determination. In addition, the complete moisture-density relationship for 25-bolows ad 10-bolows per layer compaction shall be developed and each test specimen compacted shall be penetrated. Perform all compaction in CBR molds. In cases where the specified unit mass is at or near 100-percent maximum dry unit mass, it will be necessary to include a comp active effort greater than 56 blows per layer (Note 4).

Note-4 A semilog plot of dry unit mass versus compactive effort usually gives a straight-line relation when compactive effort in J/m3 (ft-lb/ft3) is plotted on the log scale. This type of plot is useful in establishing the compactive effort and number of blows per layer needed to bracket the specified dry unit mass and water content range.

If the soaked CBR is to be determined, take a representative sample of the material, fir the determination of moisture, at the beginning of compaction of each specimen and another sample of the remaining material after compaction of each specimen. Use T 265 to determine the moisture content. If the unsoaked CBR is to be determined, take a moisture content sample in accordance with T 99 or T 180 if the average moisture content is desired.

Sample Collected for CBR Test

 Sample

The sample shall be handled and specimen(s) for compaction shall be prepared in accordance with the procedures given in T99 or T180 for compaction in a 152.4mm (6-in) mold accept as follows:

 

If all material passes a 19.0mm (3/4 in) sieve, the entire gradation shall be used for preparing specimens for compaction without modification. If there is material retained on the 19.0-mm sieve, the material retained on the 19.0-mm sieve shall be removed and replaced by an equal amount of material passing the 19.0-mm sieve and retained on the 4.75-mm (No.4) sieve obtained by separation from portions of the sample not otherwise used for testing.

 

Bearing Ratio Optimum Water Content- From a sample having a mass of 35 kg (75 lb.) or more, select a represented portion having a mass of approximately 11kg (25 lb.) for a moisture-density test and divide the remainder of the sample to obtain three representative portions having a mass of approximately 6.8 kg (15 lb.) each.

Bearing Ratio for a Range of Water Content-From a sample having a mass of 113 kg (250 lb.) or more, select at least five representative portions having a mass of approximately 6.8kg (15 lb.) each for use in developing each compaction curve.

Figure_1----California Bearing Ratio Apparatus

 

Apparatus of CBR Test

 

41. APPARATUS

1.1. Molds­- The molds shall be cylindrical in shape, made of metal, with an internal diameter of 152.40±0.66mm (6.0±0.026 in) and a height of 177.80±0.46mm (7.0±0.018 in), and provided with an extension collar approximately 50 mm (2.0 in) in height and a perforated base plate that can be fitted to either end of the mold. (See Figure 1.) It is desirable to have at least three molds each soil to be tested.

1.2. Spacer Disk- A circular spacer disk made of metal 150.8±0.8mm (5^15/16±^1/32 in.) in diameter and 61.37±0.25mm (2.416±0.01 in.) in height.  (See Figure1.)

Note 1 –When using molds having a height of 177.80 mm (7.0 in.) (Figure 1.), a spacer disk height of 61.37 mm (2.416 in.) is needed a thickness of compacted specimen that conforms to the thickness: 116.43 mm (4.584 in.) of specimens in T 99 and T 180.

1.3. Rammer-A rammer as specified in either T 99 or T 180.

1.4. Apparatus for Measuring Expansion-This consists of a swell plate with adjustable stem (Figure 1), and a tripod support for a dial indicator (Figure 1. ). The swell plate is made of metal, 149.2 ±1.6mm (5^7/8±^1/16 in.) in diameter and is perforated with 1.6-mm (1/16-in) diameter holes. The tripod used to support the dial indicator is arranged to fit the mold extension collar.

1.5. Indicators- Two dial indicators: each indicator shall have a 25-mm (1-in.) throw and read to 0.02 mm (0.001 in.)

1.6. Surcharge Weights-One annular metal weight with a center hole approximately 54.0 mm(21/8in.) in diameter and several slotted or spilt metal weights, all 149.2 ± 1.6mm(5^7/8±^1/16 in.) in diameter and each having a mass of 2.27± 0.04 kg (5 ± 0.10lb) (Figure 1.) (Note 2.)

Note 2- When using spilt weights, the mass of the pair shall be 2.27± 0.04 kg (5 ± 0.10lb).

1.7. Penetration Piston- A metal piston of circular cross-section having a diameter of 49.63± 0.13mm (1.954 ± 0.005 in).area= 1935mm² (3 in²) and not less than 102mm (4 in) long (See Figure 1.)

1.8. Loading Device-A compression-type apparatus capable of applying a uniformly increasing load up to a capacity sufficient for the material being tested at a rate of 1.3mm/min. (0.05 in. /min), used to force the penetration piston into the specimen.

1.9. Soaking Thank-A soaking tank suitable for maintaining the water level 25 mm (1 in.) above the top of specimens.

1.10. Drying Oven- A thermostatically controlled drying oven capable of maintaining a temperature of 110± 5°C (230± 9°F) for drying moisture samples

1.11. Moisture Content Container-As specified in T 265.

1.12. Miscellaneous- Miscellaneous tools such as mixing pans, spoons, straightedge, filter paper, balance, etc.

For Further Detail ...........See (Figure 1.)

AASHTO Designation: T 193-13 (2017)

1. Scope

1.1. This test method covers the determination of the California Bearing Ratio (CBR) of pavement subgrade, sub base, and base/course materials from laboratory compacted specimens. The test method is primarily intended for, but not limited to, evaluating the strength of cohesive materials having maximum particle size less than 19 mm (3/4 in)

1.2.When material having maximum particle size greater than 19 mm (3/4 in) are to be tested, this test method provides for modifying the gradation of the material so that the material used for test all passes the 19 mm (3/4 in) sieve while the total gravel 4.75mm (No.4) to 75mm (3 in) fraction remains the same. While traditionally this method of specimen preparation has been used to avoid the error inherent in testing materials containing large particles in the CBR test apparatus, the modified material may have significantly different strength properties than the original material. However, a large experience base has developed using this test method for materials foe which the gradation has been modified and satisfactory design methods are in use based on the results of using this procedure.

1.3. Past practice has shown that CBR results for those materials having substantial percentages of particles retained on the 4.75mm (No.4) sieve are more variable than for finer materials. Consequently, more trials may be required for these materials to establish a reliable CBR.

1.4. This test method provides for the determination of the CBR of a material at optimum water content or a range of water content from a specified compaction test and a specified dry unit mass. The dry unit mass is usually given as a percentage of maximum dry unit mass from the compaction tests of T 99 or T180.

1.5. The agency requesting the test shall specify the water content or range of water content and the dry unit mass for which the CBR is desired.

1.6. Unless specified otherwise by the requesting agency, or unless it has been shown to have no effect on test results for the material being tested, all specimens shall be soaked prior to penetration.

1.7. The value stated in SI units are to be regarded as the standard.
 
2.  REFERENCED DOCUMENTS

AASHTO Standards:

2.1. T 99, Moisture-Density Relations of Soils Using a 2.5 kg (5.5 lb.) Rammer and a 305-mm (12-in) Drop

2.2. T 180, Moisture-Density Relations of Soils using a 4.54 kg (10-ib.) Rammer and a 457-mm (18-in) Drop

2.3. T 265, Laboratory Determination of Moisture Content of Soils
 
3. SIGNIFICANCE AND USE

3.1. This test method is used to evaluate the potential strength of subgrade, subbase and base course material, including recycled materials, for use in road and airfield pavements. The CBR value obtained in this test from an integral part of several flexible pavement design methods.

3.2. For applications where the effect of compaction water content on CBR is small, such as cohesion less, coarse-grained materials, or where an allowance is made for the effect of differing compaction water contents in the design procedure, the CBR may be determined at the optimum water content of a specified compaction effort. The dry unit mass specified is normally the minimum percent compaction allowed by using the agency's field compaction specification.

3.3. For applicators where the effect of compaction water content on CBR is unknown or where it is desired to account for its effect, the CBR is determined for a range of water content, usually the range of water content permitted for field compaction by using the agency's field compaction specification.

3.4. The criteria for test specimen preparation of self-cementing (and other) materials that gain strength with time must be based on a geotechnical engineering evolution. As directed by the engineer, self-cementing materials shall be properly cured until bearing ratios representing long-term service conditions can be measured.

For Further Detail......Read More

 

Sampling of freshly mixed concrete (ASTM 1064/M -99)

1. Sampling Concrete.

1.1 The temperature of freshly concrete may be measured in the transporting equipment provided the sensor of the temperature measuring device has at least 3 in. [75 mm] of concrete cover in all directions around it.

1.2 Temperature of the freshly mixed concrete may be obtained following concrete placement using the forms as the container.

1.3 If the transporting equipment or placement forms are not used as the container, a sample shall be prepared as follows:

1.3.1 Immediately, prior to sampling the freshly mixed concrete, dampen (with water) the sample container.

1.3.2 Sample the freshly mixed concrete in accordance with practice C 172, except that composite samples are not required if only purpose for obtaining the sample is to determine temperature.

1.3.3 Place the freshly mixed concrete into the container.

1.3.4 When concrete contains a nominal maximum size of aggregate greater than 3 in. [75 mm], it may require 20 min before the temperature is stabilized after mixing.

2. Procedure.

2.1 Place the temperature measuring device in the freshly mixed concrete so that the temperature sensing portion is submerged a minimum of 3 in. [75 mm]. Gently press the concrete around the temperature measuring device at the surface of the concrete so that ambient air temperature does not affect the reading,

2.2 Leave the temperature measuring device in the freshly mixed concrete for a minimum period of 2 min or until the temperature reading stabilizes, then read and record the temperature.

2.3 Complete the temperature measurement of the freshly mixed concrete within 5 min after obtaining the sample.

3. Report.

3.1 Record the measured temperature of the freshly mixed concrete to the nearest 1°F [0.5°C].

4 Precision and Bias.

4.1 The precision and bias of this test method have not been determined. A precision and bias statement will be included when sufficient test data have been obtained and analyzed.

Calibration of Temperature Measuring Device (ASTM Standard)

 Apparatus:

4.1 Container, shall be made of no absorptive material and large enough to provide at least 3 in {75 mm} of concrete in all directions around the sensor of the temperature measuring device; concrete cover must also be at least three times the nominal maximum size of the coarse aggregate.

4.2 Temperature Measuring Device, shall be capable of accurately measuring the temperature of the freshly mixed concrete to ± 1°F [±0.5°C] throughout a range of 30°to120°F [0° to 50°C]. The temperature measuring device shall require immersion of 3 in {75 mm} or less during operation.

4.3 Partial immersion liquid-in-glass thermometers (and possibly other types) shall have a permanent mark to which the device must be immersed without applying a correction factor.

4.4 Reference Temperature Measuring Device, shall be readable and accurate to ±0.5°F [0.2°C] at the verification points in 5.1. A certificate or report that verifies the accuracy shall be available in the laboratory for review. The certificate or report shall provide documentation that the reference standard used in the verification is traceable to NIST.

5. Calibration of Temperature Measuring Device   

5.1 Each temperature measuring device used for determining temperature of freshly mixed concrete shall be calibrated annually, or whenever there is a question of accuracy. This calibration shall be performed by comparing the readings of the temperature measuring device at two temperatures at least 30°F [15°C] apart.

5.2 Calibration of the temperature measuring device may be made in oil or other suitable baths having uniform density if provision is made to:

5.2.1 Maintain the bath temperature constant within 0.5°F [0.2°C] during the period of the test.

5.2.2 Have both the temperature and reference temperature measuring device maintained in the both for a minimum of 5 min before reading temperatures.

5.2.3 Continuously circulate the bath liquid to provide a uniform temperature.

5.2.4 Slightly tap thermometers containing liquid to avoid adhesion of the liquid to the glass if the temperature exposure is being reduced.

Apparatus:

4.1 Container, shall be made of no absorptive material and large enough to provide at least 3 in {75 mm} of concrete in all directions around the sensor of the temperature measuring device; concrete cover must also be at least three times the nominal maximum size of the coarse aggregate.

4.2 Temperature Measuring Device, shall be capable of accurately measuring the temperature of the freshly mixed concrete to ± 1°F [±0.5°C] throughout a range of 30°to120°F [0° to 50°C]. The temperature measuring device shall require immersion of 3 in {75 mm} or less during operation.

4.3 Partial immersion liquid-in-glass thermometers (and possibly other types) shall have a permanent mark to which the device must be immersed without applying a correction factor.

4.4 Reference Temperature Measuring Device, shall be readable and accurate to ±0.5°F [0.2°C] at the verification points in 5.1. A certificate or report that verifies the accuracy shall be available in the laboratory for review. The certificate or report shall provide documentation that the reference standard used in the verification is traceable to NIST.

5. Calibration of Temperature Measuring Device   

5.1 Each temperature measuring device used for determining temperature of freshly mixed concrete shall be calibrated annually, or whenever there is a question of accuracy. This calibration shall be performed by comparing the readings of the temperature measuring device at two temperatures at least 30°F [15°C] apart.

5.2 Calibration of the temperature measuring device may be made in oil or other suitable baths having uniform density if provision is made to:

5.2.1 Maintain the bath temperature constant within 0.5°F [0.2°C] during the period of the test.

5.2.2 Have both the temperature and reference temperature measuring device maintained in the both for a minimum of 5 min before reading temperatures.

5.2.3 Continuously circulate the bath liquid to provide a uniform temperature.

5.2.4 Slightly tap thermometers containing liquid to avoid adhesion of the liquid to the glass if the temperature exposure is being reduced.

Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete

 

Scope

This test method covers the determination of temperature of freshly mixed Portland cement concrete.

The values stated in inch-pound or SI unit are to be regarded separately as standard. Within the text, SI unit are show in brackets. The values stated in each system are not exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in nonconformance with the specification.

This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use.

Referenced Documents

ASTM Standards:

C 172 Practice for Sampling Freshly Mixed Concrete

Significance and Use

This test method provides a means for measuring the temperature of freshly mixed concrete. It may be used to verify conformance to a specified requirement for temperature of concrete.

Concrete containing aggregate of a nominal maximum size greater than 3 in. [75 mm] may require up to 20 min for the transfer of heat from aggregate to mortar. (See ACI Committee 207. IR Report)