Hi
If anybody has anything of this ones:
Poulos HG. Piled raft and compensated piled raft foundations for soft soil sites.
Advances on designing and testing deep foundations. Geotech Spec Publ
(ASCE) 2005;129:214–35.
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Reul O. Numerical study of the bearing behavior of piled rafts. Int J Geomech
(ASCE) 2004;4(2):59–68.
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Yamashita K, Yamada T, Kakurai M. Simplified method for analyzing piled raft
foundations. In: 3rd international geotechnical seminar on deep foundation on
bored and auger piles; 1998. p. 457–64.
Abstract : Presents information on a study which investigated the resistance of model pile groups to lateral loads in Chennai, India. Methodology; Results and discussion.
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This paper presents the results of a study on the effect of pile diameter on the initial modulus of subgrade reaction. A series of ambient and impact vibration tests were performed on four different diameters of cast-in-drilled-hole piles to determine the natural frequencies and damping of the soil-pile systems. The measured natural frequencies were then compared with those estimated from a numerical model. The soil springs in the numerical model were established by implementing two different concepts on initial modulus of subgrade reaction. One is based on Terzaghi’s concept in which the modulus of subgrade reaction is independent of pile diameter. The other was based on recent research suggesting that the initial modulus of subgrade reaction may be linearly proportional to pile diameter. It was found that the measured natural frequencies were in good agreement with the computed ones when the diameter-independent modulus of subgrade reaction was employed. In addition, the test results show that the damping ratio of the system varied with pile diameter from 3% for 0.4-m pile to 25% for 1.2-m pile.
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Several methods are available for predicting the ultimate lateral resistance to piles in cohesionless soils. However, these methods often produce significantly different ultimate resistance values. This makes it difficult for practicing engineers to effectively select the appropriate method when designing laterally loaded piles in cohesionless soils. By analyzing the lateral soil resistance distribution along the width of the pile and based on the test results of model rigid piles in cohesionless soils collected from the published literature, a simple method is proposed for calculating the ultimate lateral resistance (including frontal soil resistance and side shear resistance) to piles in cohesionless soils. The calculated ultimate lateral resistance from the proposed method agrees well with that obtained from centrifugal tests of flexible model piles. Predicting the lateral load capacity of laboratory and field rigid test piles in cohesionless soils using the proposed method also yields satisfactory results.
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If you like these publications, CivilEA's team strongly suggest you to buy them! Support the authors! Moderator note:Dear lisine, by using Post Gen we will keep this forum the best. Please consider next time use Post Gen it looks better and it is very easy to read the thread. Thank you. Keep on good work!
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This part of ISO 22157 specifies test methods for evaluating the following characteristic physical and strength properties for bamboo: moisture content, mass per volume, shrinkage, compression, bending, shear and tension.
This part of ISO 22157 covers tests on specimens of bamboo that are conducted to obtain data, which can be used to establish characteristic strength functions and to arrive at the allowable stresses. The data can also be used to establish the relationship between mechanical properties and factors, such as moisture content, mass per volume, growth site, position along the culm, presence of node and internode, etc., for qualitycontrol functions.
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This Technical Report provides informative guidelines for staff in laboratories on how to perform tests according to ISO 22157-1.
NOTE From here on, this Technical Report will only give information on subclauses of ISO 22157-1 if needed; consequently the numbering is not successive.
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some standards, what I am interested for, have new editions or annexes. These standards are:
1. BS EN 480-1:2006+A1:2011 BS EN 480-1:2006+A1:2011 Admixtures for concrete, mortar and grout. Test methods. Reference concrete and reference mortar for testing
2. BS EN 480-13:2009+A1:2011 Admixtures for concrete, mortar and grout. Test methods. Reference masonry mortar for testing mortar admixtures
3. BS EN 490:2011 Concrete roofing tiles and fittings for roof covering and wall cladding. Product specifications
4. BS EN 491:2011 Concrete roofing tiles and fittings for roof covering and wall cladding. Test methods
5. BS EN 1110:2010 Flexible sheets for waterproofing. Bitumen sheets for roof waterproofing. Determination of flow resistance at elevated temperature
I'll be very thankful if someone who have them or could find them - share them. It is not very urgent.
ASTM D 7382 – 08 Standard Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer
1.1 These test methods cover the determination of the maximum dry unit weight and water content range for effective compaction of granular soils. A vibrating hammer is used to impart a surcharge and compactive effort to the soil specimen.
1.2 These test methods apply to soils with up to 35 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve is nonplastic.
1.3 These test methods apply to soils with up to 15 %, by dry mass, passing a No. 200 (75-μm) sieve if the portion passing the No. 40 (425-μm) sieve exhibits plastic behavior.
1.4 These test methods apply to soils in which 100 %, by dry mass, passes the 2-in. (50-mm) sieve.
1.5 These test methods apply only to soils (materials) that have 30 % or less, by dry mass of their particles retained on the ¾-in. (19.0-mm) sieve.
Note 1—For relationships between unit weights and water contents of soils with 30 % or less, by dry mass, of material retained on the ¾-in. (19.0-mm) sieve to unit weights and water contents of the fraction passing the ¾-in. (19.0-mm) sieve, see Practice D 4718.
1.6 These test methods will typically produce a higher maximum dry density/unit weight for the soils specified in 1.2 and 1.3 than that obtained by impact compaction in which a well-defined moisture-density relationship is not apparent. However, for some soils containing more than 15 % fines, the use of impact compaction (Test Methods D 698 or D 1557) may be useful in evaluating what is an appropriate maximum index density/unit weight.
1.7 Two alternative test methods are provided, with the variation being in mold size. The method used shall be as indicated in the specification for the material being tested. If no method is specified, the choice should be based on the maximum particle size of the material.
1.7.1 Method A:
1.7.1.1 Mold—6-in. (152.4-mm) diameter.
1.7.1.2 Material—Passing ¾-in. (19.0-mm) sieve and consistent with the requirements of 1.2 and 1.3.
1.7.1.3 Layers—Three.
1.7.1.4 Time of Compaction per layer—60 ± 5 s.
1.7.2 Method B:
1.7.2.1 Mold—11-in. (279.4-mm) diameter.
1.7.2.2 Material—Passing 2-in. (50-mm) sieve and consistent with the requirements of 1.2 and 1.3.
1.7.2.3 Layers—Three.
1.7.2.4 Time of Compaction per layer—52 ± 5 s at each of 8 locations.
Note 2—Method A (with the correction procedure of Practice D 4718, if appropriate), has been shown (reference thesis or paper) to provide consistent results with Method B. Therefore, for ease of operations, it is highly recommended to use Method A, unless Method B is required due to soil gradations not meeting Practice D 4718.
Note 3—Results have been found to vary slightly when a material is tested at the same compaction effort in different size molds.
1.7.3 Either method, A or B, can be performed with the material in an oven-dried or wet/saturated state, whichever provides the maximum dry unit weight.
1.8 If the test specimen contains more than 5 % by mass of oversize fraction (coarse fraction) and the material will not be included in the test, corrections must be made to the unit weight and water content of the test specimen or to the appropriate field in-place density test specimen using Practice D 4718.
1.9 This test method causes a minimal amount of degradation (particle breakdown) of the soil. When degradation occurs, typically there is an increase in the maximum unit weight obtained, and comparable test results may not be obtained when different size molds are used to test a given soil. For soils where degradation is suspected, a sieve analysis of the specimen should be performed before and after the compaction test to determine the amount of degradation.
1.10 Units—The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard.
1.11 The vibrating hammer test method may be performed in the field or in the laboratory.
1.12 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.
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Dear All,
I'm looking for these two articles and would be approciated if you can share it with us. The paper details are as follows:
Paper 1:
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