Relevant bibliographies by topics / PILE SIZE

Academic literature on the topic 'PILE SIZE'

Author: Grafiati
Published: 11 September 2023

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Journal articles on the topic "PILE SIZE"

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Gotman, A. L., and M. D. Gavrikov. "CALCULATION OF A LARGE-SIZE BORED PILE ON A VERTICAL LOAD." Construction and Geotechnics 12, no. 3 (December 15, 2021): 72–83. http://dx.doi.org/10.15593/2224-9826/2021.3.08.

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Paper presents results of experimental and theoretical studies of vertically loaded large bored piles (length from 50 meters and more) performance. The analysis of O-cell load tests on vertically loaded large bored piles with 2m diameter, 55 and 65 meters length, in clay soils is carried out. According to the test results, features of an end and a shaft resistance (formation) were detected, and on this basis, a justification of necessity to calculate such piles according to the second limit state is given, taking into account the compressibility of the pile trunk. The kinemetic scheme of inclusion in the work of the soil base and the pile trunk as it is loaded with a vertical load is presented. A shown software research of piles based on pile tests on a real object. On this basis, a method for calculating the permissible settlement of a single pile and a method for determining the permissible load on the pile, at which the setting of the pile does not exceed the permissible settlement for the designed building, has been developed. An example of calculating a bored pile according to the developed method is given.
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Trofymow, J. A., N. C. Coops, and D. Hayhurst. "Comparison of remote sensing and ground-based methods for determining residue burn pile wood volumes and biomass." Canadian Journal of Forest Research 44, no. 3 (March 2014): 182–94. http://dx.doi.org/10.1139/cjfr-2013-0281.

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Following forest harvest, residues left on site are often piled and burned. Quantification of residue piles is required in many jurisdictions to estimate billable waste, harvest efficiency, smoke emissions, C budgets, and available bioenergy biomass. Piled residues and harvested wood were measured on four blocks of a second-growth Douglas-fir forest in coastal British Columbia. Pile wood volumes were determined by two ground-based methods (a Waste and Residue Survey (WRS) and a geometric equation (EEP) used for smoke emissions) and by two geospatial methods using orthophotography (GIS) and LiDAR. Eight sample piles were disassembled to determine plot densities (PD) and packing ratios (PR). Plot density did not differ between the WRS and GIS method. Packing ratios of the EEP were 50% of that of the LiDAR method. LiDAR pile bulk volume and PR were negatively correlated. Choice of LiDAR digital elevation model had no significant effect on pile bulk volumes. The WRS method underestimated pile areas by 50% and the EEP method overestimated pile bulk volumes by two times. Pile wood volumes from the WRS method (20.0 m3·ha−1 (SE 2.8)) were 30%–50% of those for all other methods (46.1–60.4 m3·ha−1). The EEP method overestimated wood volume if nonspecific PRs were used. The residues to harvest ratio for the WRS method (3.3% (SE 0.45)) was lower than for all other methods (7.5%–9.6%). Total pile wood biomass from LiDAR was 25.4 t dry mass·ha−1 (SE 5.9). Ground-based methods are still required to determine PD or PR. Since their estimation depends on the method used to determine pile area or bulk volume, and may vary with pile size and type, they remain the major source of uncertainty in determining pile wood volumes. However, use of remote sensing techniques to determine the area or bulk volume of all piles in a cutblock can improve estimates of pile wood volumes and biomass.
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Nikitenko, M. I., and N. А. Shanshabayev. "Resistance of models of pyramidal-prismatic piles to static pulling load." BULLETIN of L.N. Gumilyov Eurasian National University. Technical Science and Technology Series 134, no. 1 (2021): 7–19. http://dx.doi.org/10.32523/2616-7263-2021-134-1-7-19.

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The article presents results of testing models of piles with different longitudinal shapes under the action of a static pulling load, performed in laboratory conditions. The article reveals resistance of the pyramidal-prismatic piles can be either more or less than the resistance of the prismatic and pyramidal piles. It was found that an increase in the length of the pyramidal part of the pile, as well as the size of its cross-section at the top, affect the resistance of the pile to pull-out load. So, the resistance of these piles is 1.28-1.85 times higher than the resistance of a prismatic pile with a section size of 20×20 cm, and 8-36% lower than the resistance of a prismatic pile with a section size of 30×30 cm and a pyramidal pile (with a top section size of 30×30 cm and at the bottom - 20×20 cm). Correlation dependencies are obtained to assess the stability of pyramidal-prismatic piles in relation to the bearing capacity of piles with traditional longitudinal section shape (prismatic and pyramidal piles).
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LYASHENKO, P. A., V. V. DENISENKO, and M. B. MARINICHEV. "DESCRIPTION OF THE BORED PILES WORK IN A GROUP WITH USING AN EXTENDED RESISTANCE CIRCUIT OF SOIL BASE." Building and reconstruction 94, no. 2 (2021): 46–55. http://dx.doi.org/10.33979/2073-7416-2021-94-2-46-55.

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The calculation of the resistance of piles in the foundation is proposed according to an extended scheme, which includes the surrounding soil, which is inextricably connected with the pile through the side surface. The implementation of the extended scheme is possible with the application of the method of testing a model pile with a constantly increasing load with continuous measurement of precipitation (CRL method), supplemented by measurements of soil deformations relative to the pile surface and displacements of deep marks near the pile. Increasing the amount of information about the state of the soil allows us to obtain the values of additional forces elastically transmitted to neighboring piles, depending on the size of the areas of plastic deformation of the soil. The assessment of the mutual influence of piles during the increase in load on the foundation makes it possible to choose the best option of its parameters, including the size of piles, their placement in the foundation, changes in resistance and settlement over time.
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Di Laora, Raffaele, George Mylonakis, and Alessandro Mandolini. "Size Limitations for Piles in Seismic Regions." Earthquake Spectra 33, no. 2 (May 2017): 729–56. http://dx.doi.org/10.1193/032116eqs045m.

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A novel theoretical study exploring the importance of pile diameter in resisting seismic actions of both the kinematic and the inertial type is reported. With reference to a pile under a restraining cap, it is shown analytically that for any given set of design parameters, a range of admissible pile diameters exists, bounded by a minimum and a maximum value above and below which the pile will yield at the top even with highest material quality and amount of reinforcement. The critical diameters depend mainly on seismicity, soil stiffness and safety factor against gravity loading, and to a lesser extent on structural strength. This scale effect is not present at interfaces separating soil layers of different stiffness, yet it may govern design at the pile head. The work at hand deals with both steel and concrete piles embedded in soils of uniform or increasing stiffness with depth. Closed-form solutions are derived for a number of cases, while others are treated numerically. Application examples and design issues are discussed.
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Dai, Guoliang, Rodrigo Salgado, Weiming Gong, and Yanbei Zhang. "Load tests on full-scale bored pile groups." Canadian Geotechnical Journal 49, no. 11 (November 2012): 1293–308. http://dx.doi.org/10.1139/t2012-087.

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The interactions between closely spaced piles in a pile group are complex. Very limited experimental data are available on the loading of full-scale bored pile groups. This paper reports the results of axial static load tests of both full-scale instrumented pile groups and single piles. The load tests aimed to ascertain the influence of number, length, and spacing of the piles on pile group load response. Experiments varied in the number of piles in the group, pile spacing, type of pile groups, and pile length. All piles had a diameter of 400 mm. Two-, four-, and nine-pile groups with pile lengths of 20 and 24 m were tested. As the isolated piles and some piles in the pile groups were instrumented, the load transfer and load–settlement curves of both piles in isolation and individual instrumented piles in the groups were obtained. The interaction coefficient for each pile in the group was back-calculated from the measured data. The interaction coefficients are shown to be dependent on pile proximity, as usually assumed in elastic analyses, but also on settlement and on the size of the group.
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Qi, Jian Wen, Cui Ping Kuang, Jie Gu, and Jing Huang. "Numerical Investigation of Impact of Pile Space on Flow around Two Vertical Cylindrical Piles." Applied Mechanics and Materials 212-213 (October 2012): 1103–7. http://dx.doi.org/10.4028/www.scientific.net/amm.212-213.1103.

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The flow around two vertical cylindrical piles exposed to a steady current is studied numerically by a three-dimensional hydrodynamic model, which is closured with a k-ε turbulence model. This model is firstly validated by experimental data obtained from a labortory experiment for a steady flow through a circular pile. Then this validated model is used to study flow pattern around two cylindrical piles. Finally, four key physical factors of the size of the horseshoe vortex and lee wake vortex, the maximum current velocity and bottom shear stress are analyzed under the different pile spaces. The main conclusions are: i) the size of the horseshoe vortex increases with the increase of the two pile space, while the size of the lee wake vortex changes slightly; ii) the maximum current velocity and the maximum bottom shear stress decrease with the increase of two pile space, and reach steady after the two pile space larger than six times of cylindrical pile diameter.
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Xu, Zhijun, and Zhaoxiang Guo. "Experimental Study on Bearing Characteristics and Soil Deformation of Necking Pile with Cap Using Transparent Soils Technology." Advances in Civil Engineering 2021 (March 23, 2021): 1–11. http://dx.doi.org/10.1155/2021/6625556.

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This paper will employ the transparent soil experiment technology to explore the influences of shallow necking on the vertical bearing capacity of single pile with cap. Model experiment is carried out on one intact pile and nine shallow necking piles. The load-settlement curves of all piles are obtained, which are used to study bearing characteristics of piles. The displacement fields of soil around piles are employed to investigate the reasons for the loss of vertical bearing capacity of piles with shallow necking. The vertical bearing capacity is greatly reduced which is caused by shallow necking. When the axial dimension of necking is the same, the larger the radial size is, the greater the loss of vertical bearing capacity is. When the radial dimension of necking is the same, the greater the axial size is, the greater the loss of vertical bearing capacity is. The soil near the pile shaft and under the pile cap produces a large area of vertical downward deformation, which causes the relative displacement between the pile shaft and the soil to greatly reduce. Therefore, it is easy that the necking piles with caps develop negative friction, which causes the vertical bearing capacity of piles to reduce. When the radial dimension of the shallow necking is 80% of pile diameter, the pile is easy to be damaged.
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Hou, Jin Fang, Jian Yu, and Xin Wei Xu. "Research on the Large Size Loading Plate Test of Underwater Sand Compaction Pile Composite Foundation." Applied Mechanics and Materials 744-746 (March 2015): 574–78. http://dx.doi.org/10.4028/www.scientific.net/amm.744-746.574.

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Large size loading plate test for sand compaction pile composite foundations with the replacement ratio being up to 60% was carried out to study the deformation and bearing capacity of the sand compaction pile composite foundation. The test was carried out for 53 days with anchor pile, square loading with the side length of 5.4m, 15m-deep water and twice circulation loading mode. The compression deformation, pile-soil stress ratio and deformation modulus of the sand compaction pile composite foundation was analyzed through load test. Test results indicated that, the ultimate bearing capacity of the sand compaction pile composite foundation in this test was larger than 340kPa; sand compaction pile had a drainage consolidation effect on the soft soil between piles; under the load-keeping condition, sand compaction pile composite foundation would also has settlement; pile-soil stress ratio was 6.3 and deformation modulus was about 8kPa. The success of the test may provide experience and reference for load test of underwater sand compaction pile composite foundation carried out at open sea.
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Busse, Matt D., Carol J. Shestak, and Ken R. Hubbert. "Soil heating during burning of forest slash piles and wood piles." International Journal of Wildland Fire 22, no. 6 (2013): 786. http://dx.doi.org/10.1071/wf12179.

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Pile burning of conifer slash is a common fuel reduction practice in forests of the western United States that has a direct, yet poorly quantified effect on soil heating. To address this knowledge gap, we measured the heat pulse beneath hand-built piles ranging widely in fuel composition and pile size in sandy-textured soils of the Lake Tahoe Basin. The soil heat pulse depended primarily on fuel composition, not on pile size. Burn piles dominated by large wood produced extreme temperatures in soil profile, with lethal heating lasting up to 3 days. In contrast, the heat pulse was moderate beneath piles containing a mixture of fuel sizes. Considerable spatial variability was noted, as soil temperatures were generally greatest near pile centres and decline sharply toward the pile edges. Also, saturating pile burns with water 8 h after ignition (‘mopping up’) effectively quenched the soil heat pulse while allowing near-complete fuel consumption. The findings suggest that burning of hand piles will not result in extreme or extensive soil heating except for uncommon conditions when piles are dominated by large wood and occupy a high percentage of the ground surface.
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Dissertations / Theses on the topic "PILE SIZE"

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Seymour, Geoff, and Aregai Tecle. "Impact of Slash Pile Size and Burning on Ponderosa Pine Forest Soil Physical Characteristics." Arizona-Nevada Academy of Science, 2003. http://hdl.handle.net/10150/296601.

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Heavin, Joseph Carl. "Influence of Material Type, Aggregate Size, and Unconfined Compressive Strength on Water Jetting of CIDH Pile Anomalies." DigitalCommons@CalPoly, 2010. https://digitalcommons.calpoly.edu/theses/266.

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Water jetting as a means for removing anomalous materials from cast-in-drilled-hole (CIDH) piles was examined. The primary objective of this research was to establish empirical relationships between different jetting parameters and the removal of commonly occurring anomalous zone materials, including low-strength concrete, slurry mixed concrete, grout, and clay soil. Also investigated was the current standard-of-practice used by water jetting contractors within California. The testing specimens consisted of typical anomalous material with unconfined compressive strengths between 5 and 6,000 psi. The experimental work consisted of water blasting submerged specimens using rotary jets, nozzles, and pumping equipment typically used in construction practice. Two testing protocols were developed. The first testing protocol called for the nozzle to be held stationary and the second allowed the nozzle to be cycled up and down across the anomaly. During testing, material removal rates were measured as a function of jet pressure and standoff distance. Water blasted specimens were cut apart after testing to confirm erosion measurements and to permit inspection of the water blasted surfaces. Based on the results, erosion rates and the effectiveness of water jetting are primarily influenced by unconfined compressive strength, when using standard test equipment and jetting pressures. Further, aggregate size and material type in the anomalous material does not appear to influence both total erosion and erosion rate.
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Tirado, Sandra M. "Effects Of Turning Frequency, Pile Size And Season On Physical, Chemical And Biological Properties During Composting Of Dairy Manure/Sawdust (Dm+S)." The Ohio State University, 2008. http://rave.ohiolink.edu/etdc/view?acc_num=osu1218133685.

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Gross, Donovan. "Mountain Pine Beetle Fecundity and Offspring Size Differ Among Lodgepole Pine and Whitebark Pine Hosts." DigitalCommons@USU, 2008. https://digitalcommons.usu.edu/etd/34.

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Whitebark pine (Pinus albicaulis Engelmann) is a treeline species in the central Rocky Mountains. Its occupation of high elevations previously protected whitebark pine from long-term mountain pine beetle outbreaks. The mountain pine beetle, however, is currently reaching outbreaks of record magnitude in high-elevation whitebark pine. We used a factorial laboratory experiment to compare mountain pine beetle (Dendroctonus ponderosae Hopkins) life history characteristics between a typical host, lodgepole pine (Pinus contorta Engelmann), and whitebark pine. We tested the effects of natal host and brood host on beetle fecundity, offspring size, and brood sex-ratio. We reared mountain pine beetles from whitebark pine and from lodgepole pine, and infested half of them into their natal host and half into the other host. Fecundity was greater overall in lodgepole pine brood hosts. Among lodgepole brood hosts, beetles from whitebark pine had greater fecundity. Fecundity was also significantly related to phloem thickness, which was greater in lodgepole pine. Offspring were larger from whitebark brood hosts than from lodgepole, regardless of their parents’ natal host. Finally, sex-ratio was closer to 1:1 in lodgepole than in whitebark brood hosts. We conclude that host species affects life history of mountain pine beetle with consequences for individual beetle fitness.
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Chauvin, Alan. "Contribution à l'optimisation globale pour le dimensionnement et la gestion d'énergie de véhicules hybrides électriques basée sur une approche combinatoire." Thesis, Lyon, INSA, 2015. http://www.theses.fr/2015ISAL0101/document.

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L'hybridation des sources de puissance dans le domaine des applications embarquées s'est imposée comme une solution adéquate pour répondre aux législations environnementales et atteindre une meilleure efficacité énergétique. Toutefois, le choix dans le dimensionnement des composants et la stratégie de commande doivent répondre à un cahier des charges, souvent complexe et hétérogène, tout en limitant les coûts du système. La résolution de ce problème d'optimisation incluant de nombreuses variables peut s'avérer complexe à cause des non-linéarités présentes dans le problème formulé. Il faut donc disposer d'outils de résolution efficaces et capables de fournir une solution fiable. Dans cette thèse, nous proposons une méthode d'optimisation globale pour le dimensionnement et la commande optimale de véhicules hybrides basée sur l'optimisation combinatoire, et en particulier sur la programmation linéaire en nombres entiers (PLNE). A partir d'un problème d'optimisation non linéaire, le problème initial est reformulé en une multitude de sous-problèmes linéaires en nombres entiers sur lesquels un algorithme de Branch & Bound parallèle est exécuté. Afin de résoudre des problèmes de grande taille, un second algorithme basé sur le Branch & Cut est développé. Cette méthode est déployée pour l'étude d'un système d'alimentation hybride d'une mini-excavatrice électrique. Le problème d'optimisation, dans lequel des contraintes énergétiques et des contraintes de vieillissement sont implantées, est évalué suivant différents paramètres du cahier des charges. Enfin, cette approche est également appliquée pour l'optimisation de trajectoires d'un système multi-actionneur synchronisés
Hybridization of power sources for embedded applications becomes an interesting solution to respect environmental legislation and achieve a higher energy efficiency. However, the choice for components sizing and the energy management strategy need to meet specifications while reducing costs. To solve this optimization problems including several types of variables can be complex because of non linearities included in the formulated problem. Therefore the use of effective solving tools, able to provide a reliable solution, is required. In this thesis, a global optimization method is proposed for the design and the optimal control of hybrid vehicles based on combinatorial optimization, particularly on integer linear programming. From a non-linear optimization problem, the initial problem is reformulated into a multitude of integer linear sub-problems for which a parallel Branch & Bound algorithm is executed. In order to solve large-scale problems, a second algorithm based on the Branch & Cut is developed. This method is used for the study of a hybrid power supply system of a mini-excavator electric. The optimization problem, where energy constraints and aging constraints are implemented, is evaluated according to several parameters and specifications. Finally, this approach is also applied for the optimization of trajectories for a synchronized multi-actuators system
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Adams, Thomas P. "Reconstructing Scotland's pine forests." Thesis, University of Edinburgh, 2010. http://hdl.handle.net/1842/4730.

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The Caledonian pinewoods are a habitat of crucial environmental and cultural importance, and the sole home of many rare species. However, they have seen steady decline in recent centuries, through the establishment of hunting estates and forestry plantations. A recent trend in management is the attempted transformation of existing plantations (dense communities with a regular spatial structure and low variance in size and age) towards a state mimicking the perceived natural condition, which has a lower density, irregular spatial pattern, high variance in size and age. This presents a problem for traditional forestry practices, which were conceived primarily with “even-aged” plantation populations in mind. The shift towards management of an uneven-aged structure requires a more in-depth consideration of individual trees’ lifecycles and their effect upon long-term population dynamics. In recent years, great advances in computational and mathematical models for spatially interacting populations have been made. However, certain complications have prevented them from being utilised to their full potential for the purposes of forest management. Forest communities are not only spatially structured; the size of each tree plays a role in its ability to acquire resources for growth and survival. Existing models of population dynamics are discussed, and their extension to incorporate both size- and spatially- structured interactions is presented. The key aspects of populations’ structural development are studied. Data from both plantation and semi-natural Scots Pine stands in Scotland allow parameterisation of a stochastic individual-based model, which in turn provides insights into the behaviour of real populations, and the importance of spatial effects and heterogeneity in individuals. A partial differential equation (moment) approximation to the stochastic model is presented. While this is analytically intractable, numerical integration and heuristic analysis of the equations enable clearer identification of the drivers of population structure. Many results are concordant with existing models of both qualitative forest stand development and theoretical dynamics of spatially-structured populations, while others are specific to joint size-space structure. This deeper understanding of the population dynamics allows robust recommendations for diverse uneven-aged stand management objectives to be made. Approaches to accelerating the transformation of plantation stands towards a “natural” state (using two key operations: thinning – removal of trees, and planting) are investigated. Finally, approaches to so-called “continuous cover forestry” – the practice of maintaining a quasi-natural state while also obtaining economic value from a forest – are also considered. In both cases, the model’s simplicity enables clearer conclusions than would be possible using other approaches.
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Amarasekera, Hiran S. "Juvenile wood formation in relation to crown size in Corsican pine." Thesis, Bangor University, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.278803.

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Hartt, Sarah L. "Monitoring a Pile-Supported Integral Abutment Bridge at a Site with Shallow Bedrock." Fogler Library, University of Maine, 2005. http://www.library.umaine.edu/theses/pdf/HarttSL2005.pdf.

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VanderSchaaf, Curtis Lee. "Modeling maximum size-density relationships of loblolly pine (Pinus taeda L.) plantations." Diss., Virginia Tech, 2006. http://hdl.handle.net/10919/29489.

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Self-thinning quantifies the reduction in tree numbers due to density-dependent mortality. Maximum size-density relationships (MSDRs) are a component of self-thinning that describe the maximum tree density per unit area obtainable for a given average tree size, often quadratic mean diameter (D). An MSDR species boundary line has been defined as a static upper limit of maximum tree density -- D relationships that applies to all stands of a certain species within a particular geographical area. MSDR dynamic thinning lines have been defined as the maximum tree density obtainable within an individual stand for a particular D which have been shown to vary relative to planting density. Results from this study show that differences in boundary levels of individual stands cause the MSDR species boundary line slope estimate to be sensitive to the range of planting densities within the model fitting dataset. Thus, a second MSDR species boundary line was defined whose slope is the average slope of all MSDR dynamic thinning lines. Mixed-models are presented as a statistical method to obtain an estimate of the population average MSDR dynamic thinning line slope. A common problem when modeling self-thinning is to determine what observations are within generally accepted stages of stand development. Segmented regression is presented as a statistical and less subjective method to determine what observations are within various stages of stand development. Estimates of D and trees per acre (N) where MSDR dynamic thinning lines begin and end on the logarithmic scale were used as response variables and predicted as a function of planting density. Predictions of MSDR dynamic thinning line beginning and ending D and N are used in an alternative MSDR dynamic thinning line slope estimation method. These models show that the maximum value of Reineke's Stand Density Index (SDI) varies relative to planting density. By relating planting density specific Zone of Imminent Competition Mortality boundaries to a MSDR species boundary line, self-thinning was found not to begin at a constant relative SDI. Thus, planting density specific Density Management Diagrams (DMD) showed that self-thinning began at 40 to 72% for planting densities of 605 and 2722 seedlings per acre, respectively.
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Needham, Ted Daniel. "Factors affecting loblolly pine growth following site preparation." Diss., Virginia Polytechnic Institute and State University, 1986. http://hdl.handle.net/10919/71162.

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Site preparation is a required silvicultural practice for establishing loblolly pine plantations in the Piedmont physiographic region of the southeastern U.S.; however, relatively little is known about its effect on soil and site factors that influence growth and yield. In this study, the effect of seven different site preparation prescriptions on competing vegetation, tree nutrition, and the spatial distribution of planted seedlings was examined. Three treatments had a soil tillage component and differed with respect to the number of operations employed in removing residual trees and logging slash prior to discing. One treatment involved roller chopping and broadcast burning, one an application of the herbicide glyphosate followed by a broadcast-burn, one involved shearing all raking fogging-debris into windows, and one was no site preparation prior to planting. All treatments were applied to 12 sites in the South Carolina and Georgia Piedmont. After four years in the field, 756 trees within the site preparation treatment areas were randomly selected for analysis of foliar nutrients, soil nutrients, and competing vegetation. Herbaceous, woody shrub, and hardwood competition levels were not significantly different among site preparation treatment areas after four years. However, hardwood competition levels had increased at a faster rate during the last two growing seasons on chopped and disced areas than on the other areas. Hardwood competition became the predominant factor limiting pine basal diameter when 83% of the total basal area was in hardwoods or hardwood basal area levels exceeded 3.5 m²ha⁻¹. Potassium was identified as the most limiting nutrient 38% of the time, compared to 28% for phosphorus, 14 % for nitrogen, 7% for calcium, aiid 13% for magnesium. A significant linear relationship between soil and foliar nutrients confirmed these results. No treatment effect on nutrient deficiencies was evident. Foliar nutrient critical levels were derived using the Diagnosis and Recommendation Integrated System (DRIS) and were the same as those reported in the literature for nitrogen, phosphorous, and magnesium while potassium and calcium critical levels were determined to be twice as high as those reported (0.52% and 0.19%, respectively). The spatial distribution of seedlings at planting and after 2 years was determined. Spatial patterns varied from uniform to random as the degree of logging slash removal decreased. After two years, the spatial distribution shifted toward random and clustered. The degree of change was similar in all but the herbicide burn and untreated areas, which exhibited the greatest change and whose mortality tended to be clustered.
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Books on the topic "PILE SIZE"

1

Bekbasarov, Isabay. Study of the process of driving piles and dies on models. ru: INFRA-M Academic Publishing LLC., 2020. http://dx.doi.org/10.12737/1074097.

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The monograph presents the results of experimental and theoretical studies conducted using models of driven piles and tape dies. The influence of the cross-section size, length, shape of the trunk and the lower end of the piles on their submergability, energy intensity of driving and load-bearing capacity was evaluated. The design and technological features of new types of piles are considered. A method for determining the load-bearing capacity of a pile model based on the results of dynamic tests has been developed. Similarity conditions and formulas are presented that provide modeling of the pile driving process in the laboratory. The influence of the shape of the tape dies on their submersibility, energy consumption of the driving and the bearing capacity of the foundations arranged in the vyshtampovannyh pits was evaluated. The method of determining the load-bearing capacity of a belt Foundation model based on the results of pit vyshtampovyvaniya is described. Recommendations on the choice of optimal parameters of piles and foundations, arranged in vystupovani pits. Recommended for researchers, specialists of design and construction organizations, doctoral students, postgraduates, undergraduates and students of construction and water management specialties.
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Constructors, Wimpey Offshore Engineers and. A study of length, longitudinal stiffening and size effects on grouted pile-sleeve connections: Tests carried out by Wimpey Laboratories Limited for Wimpey Offshore, Exxon and the UK Dept of Energy. London: HMSO, 1987.

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3

M, Silverman Harold, ed. The pill book. 6th ed. New York: Bantam Books, 1994.

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M, Silverman Harold, ed. The pill book. New York: Bantam Books, 2006.

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Shelley, Silver, ed. The pill protection plan. Wellingborough, Northamptonshire, England: Grapevine, 1989.

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1935-, Dickey Richard P., ed. Managing contraceptive pill patients. Fort Collins, CO: EMIS, Inc. Medical Publishers, 2014.

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Dickey, Richard P. Managing contraceptive pill patients. 7th ed. London, Ont: EMIS-Canada, 1993.

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Managing contraceptive pill patients. 9th ed. Durant, OK: EMIS, Inc., 1998.

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Managing contraceptive pill patients. 8th ed. Durant, OK: Essential Medical Information Systems, 1994.

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P, Dickey Richard. Managing contraceptive pill patients. 8th ed. Durant, OK: EMIS, Inc., 1997.

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Book chapters on the topic "PILE SIZE"

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Sørensen, Jesper Harrild, Linh Cao Hoang, and Uffe Graaskov Ravn. "Experimental Investigation of Size Effect in Shear Critical Reinforced Concrete Pile Caps." In Lecture Notes in Civil Engineering, 531–41. Cham: Springer Nature Switzerland, 2023. http://dx.doi.org/10.1007/978-3-031-32511-3_56.

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Vardanyan, V. H., and H. M. Urbassek. "Insight into Indentation Processes of Ni-Graphene Nanocomposites by Molecular Dynamics Simulation." In Proceedings of the 3rd Conference on Physical Modeling for Virtual Manufacturing Systems and Processes, 51–69. Cham: Springer International Publishing, 2023. http://dx.doi.org/10.1007/978-3-031-35779-4_4.

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AbstractMolecular dynamics simulations provide insight into the processes underlying material plasticity and hard-ness. We demonstrate its uses here for the special case of a metal-matrix nanocomposite, viz. Ni-graphene. A series of increasingly more complex simulation scenarios is established, starting from a single-crystalline matrix over bi-crystal samples to fully polycrystalline arrangements. We find that the nanocomposite is weaker than the single-crystalline metal, since the graphene flakes are opaque to dislocation transmission and thus constrain the size of the dislocation network produced by the indenter. However, the flakes increase the hardness of a polycrystalline metal matrix. This is caused by dislocation pile-up in front of the flakes as well as dislocation absorption (annihilation) by the graphene flakes.
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Xie, Hongping, Chao Han, Changqing Du, Bo Wang, Yuchi Zhang, and Pinqiang Mo. "Analysis of Pile-Soil Interaction of Precast Pile Driven in Coastal Strata." In Lecture Notes in Civil Engineering, 474–86. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_43.

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AbstractIn order to further reveal the pile-soil interaction mechanism during precast pile driving in saturated soft soil in coastal areas, the compaction effect and excess pore pressure response of a single pile and adjacent pile penetration under hammer driven pile construction are analyzed by using the cavity expansion and model test method. The results show that pile driving in saturated soil layer will cause large soil compaction and accumulation of excess pore water pressure. Under the model test conditions, the variation range of soil pressure and excess pore pressure is about 0.7–3.0 times and 0.5–1.5 times of soil mass weight stress. As the driving of adjacent pile, soil pressure at the constructed pile-soil interface increases gradually and fluctuates at the same time, and multi peak phenomenon appears under the influence of different soil layers. At the initial stage of driving, the pile driving force is mainly borne by the pile side friction, and the pile tip resistance will actions as the increase of penetration depth, and the relationship between them is basically linear. These results have certain guiding and reference value for the construction of precast pile driving in saturated soft soil in coastal areas.
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Michel, Frederick C., Jeng Fang Huang, Larry J. Forney, and C. Adinarayana Reddy. "Field Scale Study of the Effect of Pile Size, Turning Regime and Leaf to Grass Mix Ratio on the Composting of Yard Trimmings." In The Science of Composting, 577–84. Dordrecht: Springer Netherlands, 1996. http://dx.doi.org/10.1007/978-94-009-1569-5_55.

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Song, Huazhu, Cong Cheng, and Bo Liu. "Single Pile Side Friction Prediction for Super-Long and Large-Diameter Steel Pipe Piles of a Bridge under Vertical Load." In Advanced Research on Electronic Commerce, Web Application, and Communication, 408–14. Berlin, Heidelberg: Springer Berlin Heidelberg, 2011. http://dx.doi.org/10.1007/978-3-642-20367-1_66.

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Ostrowska, A. "Studies on Pine Stand Fertilization." In Forest site and productivity, 231–60. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-4380-3_21.

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Brucy, F., and J. Meunier. "Pile resistances at a dense sand site." In Application of Stress-Wave Theory to Piles, 69–76. London: Routledge, 2022. http://dx.doi.org/10.1201/9781315137544-10.

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Li, Xinran, Quanmei Gong, Yao Shan, and Xiaofan Nie. "Influence of Pile Side Grouting Reinforcement on the Compressive Load Bearing Capacity of Existing Piles." In Lecture Notes in Civil Engineering, 947–62. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-77238-3_71.

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Haugen, Thrond O., and L. Asbjørn Vøllestad. "Pike population size and structure: Influence of density-dependent and density-independent factors." In Biology and Ecology of Pike, 123–63. Boca Raton, FL : CRC Press, 2017. | “A Science Publishers book.”: CRC Press, 2018. http://dx.doi.org/10.1201/9781315119076-8.

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Li, Bin, Jiaying Zhang, Xuelei Zhang, and Zhongke Tian. "Research on Deformation Characteristics of SCP Foundation for HKZM Bridge." In Advances in Frontier Research on Engineering Structures, 435–43. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-8657-4_39.

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AbstractTo further determine the bearing capacity of sand compaction pile (SCP) composite foundation in the West artificial island of Hong Kong-Zhuhai-Macao (HKZM) Bridge, a large-scale in-situ load test system was designed to study the mechanical and deformation characteristic of SCP foundation. The test adopts the anchor pile method, the results show that the stress sharing ratio of the underwater SCP foundation under the same replacement rate is closely related to the load and time. With the increase of load level, the curve of stress sharing ratio decreases first and then increases. Under the same load level, the ratio decreases gradually with time and finally approaches a certain value. Based on the analysis of site monitoring data, the settlement law of SCP is clear, and the error of the empirical formula is found. The stress reduction ratio and empirical coefficient are proposed to correct the original formula. The research results in this paper can be used to guide the design and construction of SCP foundation of cross-sea project.
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Conference papers on the topic "PILE SIZE"

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Rasheed, Azad Hameed, Ola Adel Qasim, and Qassim Ali Al-Quraishy. "Behavior of pile rafts with raft size, number of piles and different pile length." In 2ND INTERNATIONAL CONFERENCE ON MATERIALS ENGINEERING & SCIENCE (IConMEAS 2019). AIP Publishing, 2020. http://dx.doi.org/10.1063/5.0000211.

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Aguirre, M. A., L. A. Pugnaloni, T. Divoux, J. G. Grande, Masami Nakagawa, and Stefan Luding. "Arch size distribution in a two-dimensional pile of disks." In POWDERS AND GRAINS 2009: PROCEEDINGS OF THE 6TH INTERNATIONAL CONFERENCE ON MICROMECHANICS OF GRANULAR MEDIA. AIP, 2009. http://dx.doi.org/10.1063/1.3179899.

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Mu, Rangke, and Chun-sheng Zhao. "A New Method for the Pile Quality Detection: Estimation of the Shape of a Pile." In ASME 1991 Design Technical Conferences. American Society of Mechanical Engineers, 1991. http://dx.doi.org/10.1115/detc1991-0373.

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Abstract In this paper, a new method for the pile quality detection is developed, which is the Estimation of the Shape of a pile (also called the ESP method). It has considered many defects and their high time reflections in a pile by using echo technique. At this we have carried out the computer simulation and the field tests by transient impact excitation on the head of the pile. It is proved that the ESP method is feasible for the pile quality detection, and the size, type, and site of a defect in a pile can be accurately determined by using it.
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Haque, Md Nafiul, Qiming Chen, Murad Abu-Farsakh, and Ching Tsai. "Effects of Pile Size on Set-Up Behavior of Cohesive Soils." In Geo-Congress 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413272.171.

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Yiu, F., N. Liu, J. Wang, and D. Litton. "Dynamic Analysis of Offshore Pile Launch." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79216.

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Successful installation of offshore piles is often challenged by the constraints of cost, technical feasibility, availability of suitable installation vessels and the environment. A practical installation procedure is defined as one that utilizes the capacity of available equipment to operate in a wide allowable environmental window. To find such procedures there is a continuing need for research, use of new technologies, and the adoption of new ideas. This paper presents a feasibility study for side launching piles from a conventional cargo barge. Sophisticated nonlinear time domain dynamic simulations formed the basis of the evaluation. Two noted software packages with nonlinear time domain dynamic finite element analysis capabilities were used to predict the trajectory of the launched pile and the resulting impulsive load on the restraining cable/wire. Analytical results from the software programs were compared to provide a first level of validation. The numerical results were in good agreement. Cable/wire properties (size, length, and material) and tug vessel velocity were varied in an effort to minimize the cable loads during the highly dynamic launch event. The study concluded that side launch was feasible and design recommendations are provided.
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Abdul Rahman, Ahmad Rizal, Raja Sharifuddin Ahmad Raja Badrol, Mohd Hafis Muhammad Daud, and Noorizal Nasri Huang. "Mitigating Early Pile Refusal to Meet Foundation Capacity Requirement for Offshore Platform." In Offshore Technology Conference Asia. OTC, 2022. http://dx.doi.org/10.4043/31356-ms.

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Abstract The scope of this paper is to present the issues faced during pile installation for offshore platforms specifically due to early refusal and its implication to the required platform foundation capacities. The scope of the paper will include a discussion on pre-development activities, soil reports, drivability analysis, pile and conductor installation using jack-up rig (JUR) and advantages of drill and drive to mitigate early refusal. Soil parameters obtained from soil boring during pre-development activity are used by the design consultant as upon relied information in developing the foundation design. Pile termination depth is formulated based on required pile capacity than translate into number of piles and size for both operating and storm condition of the platform. Early refusal means that the pile has not reached the termination depth but has met the refusal criteria. This is normally stated in blowcounts per depth at a given measured depth. Meeting the pile refusal criteria does not mean the pile has met the required foundation capacity as per platform design but it only indicates the pile cannot be driven further using the same hammer size. A larger hammer size maybe required provided that the stresses induced during driving is lesser than the allowable stress. During engineering stage, pile driving pattern can be predicted by performing pile drivability analysis and any sign of pile refusal prior to target penetration depth is reported. The outcome can be different for upper bound and lower bound cases that takes into consideration both continuous and set-up case during driving due to equipment breakdown. Mitigation to avoid pile refusal should be deployed to meet pile target penetration depth in ensuring long-term integrity of the platform. If unavoidable due to limited piles and hammers selection, early refusal can be mitigated with planned drill and drive. Refusal can also occur if actual site condition differs from expected drivability analysis report. Internal skin friction contributed by the soil in the pile annulus is removed to reduce the resistance during pile driving. It is also critical to understand how JUR operates in terms of pile installation, handling of hammer and clean out activities to fully appreciate the complexities of drill and drive. Based on two recent JUR-installed light weight structure (LWS) projects which is similar in design at two different locations, this paper will outline the notable difference in soil boring data, drivability analysis, planned and unplanned hard driving and corresponding methods on drill and drive.
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Jiayu, Wang, Liu Run, Liang Chao, Xiao Hui, and Wan Jun. "Study on ALE Method for Simulating Spudcan Penetrating Near Piles." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-78493.

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Jack-up rigs are often employed in close proximity to piled platforms, therefore the penetration process of spudcan may have a certain effect on the deformation and bearing capacity of adjacent piles. Firstly, the feasibility of using explicit dynamics algorithm to calculate the bearing capacity of pile is verified in this paper. The optimal result of this algorithm is compared with the results of static implicit algorithm and API specification. Secondly, Arbitrary Lagrangian-Eularian (ALE) adaptive meshing is used to study the penetration process of spudcan. The effects of soil strength, ALE boundary size, mesh size and soil elastic-modulus on calculation results of penetration depth studied in this paper are to determine the optimal numerical scheme. Based on the above analysis, the effect of spudcan penetration on the bearing capacity of adjacent piles with different clearances and its law are under research by using the optimal numerical scheme. The simulation results showing computation efficiency and accuracy can be improved by using this numerical scheme, in which the amount of pile radial mesh is 8, the amount of pile peripheral mesh is 4 and the load speed is 0.1m/s. The spudcan penetration leads to the increment of bearing capacity and this effect reduces with the increment of edge-to-edge clearance between spudcan and pile.
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El-Tantawi, Wael AbdelSattar. "Comparison Between Different Types of Suction Pile." In Offshore Technology Conference. OTC, 2023. http://dx.doi.org/10.4043/32220-ms.

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Abstract The utilization of suction pile as a foundation for subsea structures is a modern alternative to the traditional foundation types. Suction pile foundation is widely used nowadays due to the benefits and advantages relevant to the design and installation of such a foundation. Throughout this paper, A review of three types of load-bearing suction pile foundation is introduced based on a cost efficiency as well as design and construction aspects study. The aim of this review is to explore and critically assess the pros and cons of each type of the studied types to outline a guidance or a selection criterion for the different circumstances. The approach adopted for the achievement of the above objective is based on a numerical analysis of the suction pile foundation types under certain loading combination, in which, both geotechnical and structural aspects are fulfilled to reach a sound design and optimum dimensions of the three said suction pile foundation types satisfying a prefdefined acceptance criterion. The resulted design of the three types is then used in a cost-based comparison to conclude the most cost-effective type, in addition to a critical assessment and review of the suction pile foundation design and construction challenges to figure out the pros and cons of each type. The said comparison has concluded that the single pile should be the basic and the most preferable choice. This is due to its’ high direct and indirect cost efficiency and the simplicity and easiness of fabrication and installation. Double-piled type has also shown positive outcomes with regard the cost efficiency as well as the construction performance, which raises a question mark on its’ rare use in the industry. Four-piled suction pile foundation type, and despite being frequently used in the industry, has shown a negative cost efficiency along with high construction precautions. The review has shown that the four-piled type foundation is advantageous only when needed to support an extra-size structure with large footprint area or when used in a highly sloped seabed surface to get the benefit from its’ high levelling capability.
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Hossain, M. Kabir, Han Shi, Basel Abdalla, and Markella K. Spari. "Understanding Hybrid Subsea Foundation Design." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-42214.

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Hybrid subsea foundations (HSF) are combined foundation systems of mudmats and piles. The primary motivation of combining these two foundation types is to provide greater resistance to large horizontal loads in addition to vertical loads, for which use of mudmats alone will require it to be of impractically large size. The contribution from the piles in the lateral capacity helps to limit the size of the mudmat, which is critical in subsea environment. In a brownfield situation, this is sometimes a hard limit with only limited space available to place a new mudmat in the existing field layout. Also, in some cases, the HSF may prove to be a more economical option for resisting large horizontal loads compared to, for example, to suction piles. While the authors are aware of some scattered project-specific design and use of subsea mudmat-pile hybrid foundations by individual contractors and operators, there is no industry-wide publicly known best practice currently available. These designs of HSF appear to be generally based on simplified analytical approach that require superimposition of conventional shallow and deep foundation capacity calculation methods, hence violates the static and kinematic compatibility requirements fundamental for a sound and robust prediction procedure. This paper attempts to provide some insight into the behavior of mudmat-pile foundations as a hybrid integrated system numerically using finite element modeling and analysis (FEA). The interactions between the mudmat and the piles in an HSF are complex and hence a FEA-based approach is considered most suitable. The FEA model in this study included the mudmat, the corner piles, the pile-mudmat connections and the seabed soil. Sensitivity of the HSF capacity to the size of the piles (length and diameter), the connection type of the piles to the mudmat, and the number of piles are selectively investigated and the results presented. Based on these results some pertinent observations relevant to design of HSFs are also given. While the study is of limited scope, it offers important insights into the effects of the primary design variables on HSF’s capacities. Therefore, the authors hope the information herein will be of benefit to practicing subsea engineers who might have to face choices to consider mudmat-pile hybrid foundations as a real option for their projects.
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Wang, Guozhi, and Zhouyi Liu. "Reconstruction and Reinforcement of Pile Driving Barges." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79433.

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With the increasing demand of petroleum exploitation as well as the construction of bridges and ports, the size of pile driving barges becomes much greater with longer piles. Considering of the economy, many old pile driving barges face to the reconstruction through the strengthening and heightening. In determining the reconstruction scheme, the traditional method for loads estimation is the combination of static load with dynamic coefficient, but it is perhaps not reasonable. The reconstruction design of a pile driving barge is described in this paper. Various of loads were considered including the normal working load, the wind load, the wave load as well as the added dynamic loads especially the transient load during hoisting and pile sliding. The loads transfer between the main hook and the auxiliary hook were simulated experimentally. The FE method was adopted to obtain the stress contribution and find the position with maximum stress. A reconstruction scheme was then put forward to strengthen the weak position of the frame. The upper platform and the main stanchion need strengthened by increasing the outer diameter and the wall’s thickness locally. The connection structure of the upper platform and the main stanchion should be strengthened through the structural optimization. The stress distribution and the maximum stress were then calculated and the safety was verified according to the allowable stress value of the materials. The transient movement of the pile was investigated. The pile driving barge was then reconstructed based on the reasonable reconstruction scheme from the load simulation and structural optimization.
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Reports on the topic "PILE SIZE"

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Morkeh, John, and Virginia T. McLemore. Questa Rock Pile Weathering and Stablity Project: The effect of particle size fractions on chemistry, mineralogy, and acid potential of the Questa Rock piles, Taos County, New Mexico. New Mexico Bureau of Geology and Mineral Resources, 2012. http://dx.doi.org/10.58799/ofr-545.

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Mudryj, Igor, and Igor Ivaneіko. The Use of Small Drilling Equipment in the Arrangement of Pile Foundations in Compressed Conditions. Intellectual Archive, September 2022. http://dx.doi.org/10.32370/ia_2022_09_11.

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The procedure for finding technological parameters for the installation of pile foundations with small-sized drilling rigs, when developing design and technological documentation in compressed construction conditions, is considered. Methodological approaches to the choice of technologies for the construction of pile foundations are shown, depending on the dimensions of the small-sized drilling machines used, the required area for their placement, storage areas, and auxiliary equipment. in compressed conditions of construction. The existing normative documents do not set out separate requirements for the development of projects for the execution of works in compressed construction conditions, these norms do not provide for the definition of rational erection schemes for the selected set of mechanization in the dimensions of a specific construction site, which is characterized by various restrictions and obstacles. The proposed requirements for the use of mechanization methods in the conditions of compacted buildings during the installation of pile foundations based on a preliminary analysis of the parameters of the construction site: engineering and geological condition of the site; internal brevity of the designed structure; external brevity of the construction site; dimensions of the driving car; sites for the location of additional equipment, warehouses, unloading areas. Taking into account practical experience in the development of work projects and the analysis of current regulatory documents, made it possible to establish the main requirements for the use of small-sized drilling rigs in densely built-up conditions.
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Williams. L51703 High Pressure Pipe Design. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), January 1993. http://dx.doi.org/10.55274/r0010135.

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Current practices in the pipeline industry require increased use of high pressure pipe and pipe fittings to meet expanding natural gas transportation requirements. A study of the current practices in the design and manufacture of pipe and pipe fittings (size on size tees, elbows, concentric reducers) in the range of 16 to 36 inch and with design pressures up to 3000 psi was needed. It was determined that yield strength is not significant to burst pressure or to fatigue, but tensile strength is significant to both. Ultimate tensile strength can be estimated on fittings of unknown origin by non-destructive hardness tests. Recommendations to users based on this study are included in this report. This study includes dimensional data from manufacturers and from fittings and pipe obtained from the Williams Transco unit stock. In addition this study includes comprehensive research of existing standards, linear and non-linear finite element analysis results and full-size instrumented fitting burst test data are included.
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Craul, Phillip J., John S. Kush, and William D. Boyer. Longleaf pine site zones. Asheville, NC: U.S. Department of Agriculture, Forest Service, Southern Research Station, 2005. http://dx.doi.org/10.2737/srs-gtr-89.

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Craul, Phillip J., John S. Kush, and William D. Boyer. Longleaf pine site zones. Asheville, NC: U.S. Department of Agriculture, Forest Service, Southern Research Station, 2005. http://dx.doi.org/10.2737/srs-gtr-89.

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Morgan. L52019 Evaluating the Size of Weld Defects Using Automated Ultrasonic Testing. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), October 2001. http://dx.doi.org/10.55274/r0011267.

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The use of X-rays to test the girth welds of pipelines during construction is gradually giving way to new automated ultrasonic technology.� This has many advantages, including the ability to measure the size of any defect present.� This allows small, benign defects to be left in the weld without any reduction in its strength. The critical size of any defect is its extent through the pipe wall thickness (its �height�), and, to a lesser extent, its length along the weld.� The accuracy of measuring these quantities is clearly important in ensuring that the small effects left are indeed small.� There has been little data available on the effectiveness of the sizing process.� This study used existing ultrasonic data to evaluate size accuracies against measurements taken when the weld was cut open.� A good range of types of defect was available. It is concluded that the size values estimated are generally safely over-sized.� This makes for a conservative estimate of the defects significance.� Except for one defect of difficult shape, other exceptions can be ascribed to the variability of operator interpretation.
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Thompson and Lawson. NR199307 Pipe Database and Pipe Sample Storage Program. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), July 1993. http://dx.doi.org/10.55274/r0011231.

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�The report provides a compilation of data generated on Project NG-18 that has been developed over a number of years. This report consists of two topics: one is a summary of the pipe properties developed for pipe materials used in Project NG-18; a pipe sample storage program that has been initiated to set aside samples of virgin pipe material so that when future problems develop on pipelines, original pipe materials will be available for the conduct of research. Pipe properties from over 400 pipe lengths is contained in the pipe database. This database focuses on pipe diameters from 8 inches to 42 inches and from Grade A through Grade X100. The properties that are included are the mechanical, chemical, fracture, grain size, pipe fracture data, metallurgical data, and environmental effects data. These data were collected on pipe lengths donated to the program from 1959 to present by PRCI-member companies and pipe mills. A second part of this program was to develop a procedure for the collection and storage of short pipe lengths from new construction. The goal was to have individual PRCI companies store the pipe but records of the stored pipe properties and location. The goal is to develop a supply of pipe to so that if problems occur in future years with pipe of a similar nature original pipe will be available for study of the changes in properties during the service years.
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Westover, Tyler Lott, Austin Colter Matthews, Christopher Luke Williams, and John Chadron Benjamin Ryan. Particle size and shape distributions of hammer milled pine. Office of Scientific and Technical Information (OSTI), April 2015. http://dx.doi.org/10.2172/1236828.

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Groeneveld. L51673 The Development of a Ductile Pipe Fracture Model. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), May 1987. http://dx.doi.org/10.55274/r0010550.

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Covers a project to develop a fluid/structure/fracture interactive, inelastic-dynamic computational model for ductile fracture in gas transmission pipelines developed in cooperation with SNAM in Italy to infer specimen-size independent measures of the propagating fracture toughness from small-scale tests on line pipe materials. Verification by CSM on 56-in. diameter.See PR-15-527 (also L51673)
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Korte, N. Montezuma Creek Stability Evaluation at Site of Former Monticello Tailings Pile. Office of Scientific and Technical Information (OSTI), October 2001. http://dx.doi.org/10.2172/787536.

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