ASTM D1143-81 PDF

adminComment(0)

Designation: D – 81 (Reapproved ) e1. Standard Test 1 This test method is under the jurisdiction of ASTM Committee D on Soil and Rock and is. D - 81()e1 Standard Test Method for Piles Under Static Axial Compressive Load, Format, Pages, Price. PDF. ASTM D - Piles under static compressive axial bestthing.info - Download as PDF File .pdf), Text File .txt) or Designation: D 81 (Reapproved )e1.


Astm D1143-81 Pdf

Author:ELAINA SOMVANG
Language:English, German, Hindi
Country:Eritrea
Genre:Personal Growth
Pages:672
Published (Last):09.12.2015
ISBN:370-7-35612-141-3
ePub File Size:21.89 MB
PDF File Size:15.18 MB
Distribution:Free* [*Sign up for free]
Downloads:26721
Uploaded by: TRACEE

The test shall conform to the modified ASTM D (Reapproved ) item “Standard Loading Procedure” with load sequence in percentage of design. 1 This test method is under the jurisdiction of ASTM Committee D18 on Soil and. Rock and Last previous edition approved in as D – 81() e1. download ASTM D()e1 Standard Test Method for Piles Under Static Axial Compressive Load from SAI Global.

Test the direction of batter. For test loads of high magnitude beam s set directly on the cap shall obtain full bearing using requiring several anchors, a steel framework may be required 2 D FIG. If cribbing is used, the bearing area of 3.

Support the 3. Load the platform in accordance with the known weight and of sufficient size and strength to avoid standard loading procedures in 5. Alternatively the known test weights or loading material may be applied directly on the pile or pile cap. NOTE 8With the loading apparatus described in 3. For tests on concrete piles, or on pile groups, a hole would be of the platform parallel to the test beam s supported by required in the center of the test plate through which would extend a steel cribbing or by piles capped with timber beams, so that a clear pin embedded in the top of the pile or pile cap.

For tests on steel H or distance of not less than 5 ft. To accommodate supports and the test pile or pile group. To permit sighting on the target rod it may be necessary to leave a space between the top of the cribbing or timber cap beams and the bottom edges test weights in line with the line of sight.

Apparatus for Measuring Movement 4.

Astm D1143-81 Pdf

Provisions shall be made to protect supported with supports firmly embedded in the ground at a the measuring system, reference system, and instrumentation clear distance of not less than 8 ft 2. All pile group and as far as practical from the anchor piles or gages, scales, or reference points attached to the test pile or pile cribbing.

Reference beams shall be sufficiently stiff to support cap shall be mounted so as to prevent movement relative to the the instrumentation such that excessive variations in readings test pile or pile cap during the test. If steel reference beams are used, one end of for measuring axial movement of the butt of the test pile or each beam shall be free to move horizontally as the beam piles within the group shall consist of a primary and secondary length changes with temperature variations.

Except as required in measuring system, and to permit continuity of data in case it becomes 4. Smooth bearing surfaces such as glass perpendicular to 4. Target rods shall cable from anchor piles or cribbing. A minimum of two dial read to 0.

The wire shall be not more than 1 in. A suitable method shall be used to maintain tension in the wires throughout the test so that when plucked or tapped, the wire will return to its original position.

Piano wire or equivalent type shall be used. Reference points or scales used in taking settlement readings shall be mounted on the sides of the test pile or pile cap and located on opposite sides except that reference points may be on top of the pile cap or readings may be taken on a single fixed point in the center of the test pile top, test plate or pile cap or on scales mounted on the test plate provided that relative movements between the test plate and the top of the pile are measured in accordance with 4.

Alternatively, the two pile or pile cap 90 apart with readings referenced to fixed dial gages shall be mounted on opposite sides of the test pile or foresights or backsights. For tests on batter piles, one of the pile cap below the test plate with stems parallel to the gages or scales shall be oriented in the direction of the batter. However, gages may be 4. For terminating at the pile tip and at other points along the pile as tests on individual batter piles, the dial gages shall be mounted required and shall be sheathed or encased to insure free along a line perpendicular to the direction of batter.

READ ALSO: ASTM A568 EBOOK

The influence of the NOTE 10The use of four dial gages mounted 90 apart is recom- sheathing on the elastic properties of the pile section shall be mended to compensate for lateral movement or rotation of the pile butt considered. If electric resistant strain gages are used, the gage due to accidental eccentric loading.

The movements of the top of each strain rod direction that permits placing the wire supports as far as relative to the top of the test pile shall be measured with a dial practicable from anchor piles or cribbing. Each wire shall pass gage reading to 0.

Dial gages shall be across and be clear of the face of a scale that is mounted referenced to points on the test pile below the test plate except parallel to the axis of the test pile or piles within the group and that they may be referenced to the top of the test plate if the that is attached to a mirror fixed to the test pile or pile cap so plate is welded to the pile or if relative movements between the that consistent readings of axial movement can be made top of the test pile and the test plate are measured in accordance 6 FIG.

If pile 5. Loading Procedures failure occurs continue jacking the pile until the settlement 5. Maintain each removing load increments, tighten the wedges along the load increment until the rate of settlement is not greater than platform edges to stabilize the platform.

Place or remove load 0. Provided that the increments in a manner which avoids impact and maintains the test pile or pile group has not failed, remove the total test load load balanced at all times. After each load increment has been anytime after 12 h if the butt settlement over a one-hour period added, loosen but do not remove the wedges and keep them is not greater than 0.

After the occurs. Such testing permits the selection of optimum pile type and at which time release the load. If the pile stops penetrating design load. NOTE 14If the test pile s may exhibit or has exhibited negligible settlement at the design load or may approach or has approached incipient 5. After removing each increments of min or as otherwise specified. Apply additional loads in accordance is reached, whichever occurs first, at which time stop the with 5.

AMERICAN SOCIETY FOR TESTING AND MATERIALS

After the total required test load has been applied, jacking. After a 5-min interval or as otherwise specified, hold and remove the test load in accordance with 5. Then increase 5. If failure does not occur, hold 5. Vary the 5. Continue loading the pile 5. A mechanical After removing the first load decrement, do not remove pump equipped with a bleed valve, variable speed device, or additional decrements until the rate of pile rebound for the other means for providing a smooth variable delivery shall be preceding load decrement is less than 0.

If a video recording system is used to record the test data, diameter or diagonal dimension per hour. The waiting period will cohesive soil or 0. Continue loading the the soil properties. It could range from a minimum of 3 days to as long as pile until no further increase in the load is necessary for 30 days or longer and the actual required waiting period may be continuous pile penetration at the specified rate unless the determined by testing for example redriving piles or by prior experience.

If pile NOTE 17To avoid excessive creep of green concrete in cast-in-place penetration continues, hold the load required to achieve the concrete piles, the elapsed time between concrete placement and pile 8 D testing should be sufficient to permit the concrete to cure and harden Take readings of time, load, and settlement, and record properly, recognizing that the curing time for the concrete in the pile immediately before and after each settlement increment with generally will be longer than that for the sampled concrete in standard test sufficient intermediate readings so as to determine the rate of cylinders.

Procedures for Measuring Pile Movements settlement increment. During unloading, take readings of time, load, and rebound, and record immediately before and after the 6.

You might also like: ASTM D 3299 EBOOK DOWNLOAD

Take final provided that the requirements of 4. For lateral readings and record 12 h after all load has been removed. Take required readings at each properly identified gage, NOTE 19Level readings should be taken on the reference beams and scale, or reference point as nearly simultaneously as practi- on the reaction system using a surveyors level or transit and target rod or cable.

When using the loading method described in 3. Such readings should be taken and recorded before any test load is applied, at the the no-load reading before the test beam s and platform are proposed design load, at the maximum test load, and after all load has permitted to bear on the pile s.

Clearly indicate and explain been removed. Intermediate readings may be required if results during any adjustments made to instrumentation or to data recorded in testing appear unusual. NOTE 20When testing piles in granular soils in dewatered excava- 6. During loading, provided that the test pile or pile during the test. For tests on detect malfunctions. If a load cell s or equivalent times the maximum diameter of the largest anchor or test device s is to be used, it shall be centered on the bearing plate pile s but not less than 7 ft 2 m.

When testing individual above the ram s with another steel bearing plate of sufficient batter piles, the anchor piles shall be battered in the same thickness between the load cell s or equivalent device s and direction and angle as the test pile. Bearing plates shall be of 3. When applying axial loads to an individual alternatively, the test beam s may be set directly on the pile batter pile, the test beam s should be oriented perpendicular to cap or the loading material applied directly on the cap.

Test the direction of batter. For test loads of high magnitude beam s set directly on the cap shall obtain full bearing using requiring several anchors, a steel framework may be required 2 D FIG.

If cribbing is used, the bearing area of 3. Support the 3.

Load the platform in accordance with the known weight and of sufficient size and strength to avoid standard loading procedures in 5. Alternatively the known test weights or loading material may be applied directly on the pile or pile cap. NOTE 8With the loading apparatus described in 3. For tests on concrete piles, or on pile groups, a hole would be of the platform parallel to the test beam s supported by required in the center of the test plate through which would extend a steel cribbing or by piles capped with timber beams, so that a clear pin embedded in the top of the pile or pile cap.

For tests on steel H or distance of not less than 5 ft. To accommodate supports and the test pile or pile group. To permit sighting on the target rod it may be necessary to leave a space between the top of the cribbing or timber cap beams and the bottom edges test weights in line with the line of sight.

Apparatus for Measuring Movement 4. Provisions shall be made to protect supported with supports firmly embedded in the ground at a the measuring system, reference system, and instrumentation clear distance of not less than 8 ft 2. All pile group and as far as practical from the anchor piles or gages, scales, or reference points attached to the test pile or pile cribbing.

ASTM D1143 - Piles under static compressive axial load.pdf

Reference beams shall be sufficiently stiff to support cap shall be mounted so as to prevent movement relative to the the instrumentation such that excessive variations in readings test pile or pile cap during the test. If steel reference beams are used, one end of for measuring axial movement of the butt of the test pile or each beam shall be free to move horizontally as the beam piles within the group shall consist of a primary and secondary length changes with temperature variations.

Except as required in measuring system, and to permit continuity of data in case it becomes 4. Smooth bearing surfaces such as glass perpendicular to 4. Target rods shall cable from anchor piles or cribbing. A minimum of two dial read to 0. The wire shall be not more than 1 in. A suitable method shall be used to maintain tension in the wires throughout the test so that when plucked or tapped, the wire will return to its original position.

Piano wire or equivalent type shall be used. Reference points or scales used in taking settlement readings shall be mounted on the sides of the test pile or pile cap and located on opposite sides except that reference points may be on top of the pile cap or readings may be taken on a single fixed point in the center of the test pile top, test plate or pile cap or on scales mounted on the test plate provided that relative movements between the test plate and the top of the pile are measured in accordance with 4.

Alternatively, the two pile or pile cap 90 apart with readings referenced to fixed dial gages shall be mounted on opposite sides of the test pile or foresights or backsights.

Popular Publishers

For tests on batter piles, one of the pile cap below the test plate with stems parallel to the gages or scales shall be oriented in the direction of the batter. However, gages may be 4. For terminating at the pile tip and at other points along the pile as tests on individual batter piles, the dial gages shall be mounted required and shall be sheathed or encased to insure free along a line perpendicular to the direction of batter.

The influence of the NOTE 10The use of four dial gages mounted 90 apart is recom- sheathing on the elastic properties of the pile section shall be mended to compensate for lateral movement or rotation of the pile butt considered. If electric resistant strain gages are used, the gage due to accidental eccentric loading.

The movements of the top of each strain rod direction that permits placing the wire supports as far as relative to the top of the test pile shall be measured with a dial practicable from anchor piles or cribbing.

Each wire shall pass gage reading to 0. Dial gages shall be across and be clear of the face of a scale that is mounted referenced to points on the test pile below the test plate except parallel to the axis of the test pile or piles within the group and that they may be referenced to the top of the test plate if the that is attached to a mirror fixed to the test pile or pile cap so plate is welded to the pile or if relative movements between the that consistent readings of axial movement can be made top of the test pile and the test plate are measured in accordance 6 FIG.

If pile 5. Loading Procedures failure occurs continue jacking the pile until the settlement 5. Maintain each removing load increments, tighten the wedges along the load increment until the rate of settlement is not greater than platform edges to stabilize the platform.

Place or remove load 0. Provided that the increments in a manner which avoids impact and maintains the test pile or pile group has not failed, remove the total test load load balanced at all times. After each load increment has been anytime after 12 h if the butt settlement over a one-hour period added, loosen but do not remove the wedges and keep them is not greater than 0.

After the occurs. Such testing permits the selection of optimum pile type and at which time release the load. If the pile stops penetrating design load. NOTE 14If the test pile s may exhibit or has exhibited negligible settlement at the design load or may approach or has approached incipient 5. After removing each increments of min or as otherwise specified.

Apply additional loads in accordance is reached, whichever occurs first, at which time stop the with 5. After the total required test load has been applied, jacking.

After a 5-min interval or as otherwise specified, hold and remove the test load in accordance with 5. Then increase 5.

If failure does not occur, hold 5. Vary the 5. Continue loading the pile 5. A mechanical After removing the first load decrement, do not remove pump equipped with a bleed valve, variable speed device, or additional decrements until the rate of pile rebound for the other means for providing a smooth variable delivery shall be preceding load decrement is less than 0.

If a video recording system is used to record the test data, diameter or diagonal dimension per hour. The waiting period will cohesive soil or 0. Continue loading the the soil properties. It could range from a minimum of 3 days to as long as pile until no further increase in the load is necessary for 30 days or longer and the actual required waiting period may be continuous pile penetration at the specified rate unless the determined by testing for example redriving piles or by prior experience.

If pile NOTE 17To avoid excessive creep of green concrete in cast-in-place penetration continues, hold the load required to achieve the concrete piles, the elapsed time between concrete placement and pile 8 D testing should be sufficient to permit the concrete to cure and harden Take readings of time, load, and settlement, and record properly, recognizing that the curing time for the concrete in the pile immediately before and after each settlement increment with generally will be longer than that for the sampled concrete in standard test sufficient intermediate readings so as to determine the rate of cylinders.

Procedures for Measuring Pile Movements settlement increment. During unloading, take readings of time, load, and rebound, and record immediately before and after the 6. Take final provided that the requirements of 4. For lateral readings and record 12 h after all load has been removed.

Take required readings at each properly identified gage, NOTE 19Level readings should be taken on the reference beams and scale, or reference point as nearly simultaneously as practi- on the reaction system using a surveyors level or transit and target rod or cable.

Quick Links

When using the loading method described in 3.The analysis was been done by using the data on soil investigation and laboratory by comparing them with Mohr-Coulomb soil model. Paragraph 3. The power carried by the piling is obtained from the end bearing capacity, that is, the compressive end piling and friction bearing capacity obtained from friction bearing and adhesive capacity between the piling and the soil around it.

Combining values from the two systems may result in non-conformance with the standard. Procedures for Measuring Pile Movements settlement increment.

GHISLAINE from Knoxville
Look through my other posts. I take pleasure in record collecting. I relish acidly.
>