Relevant bibliographies by topics / P-multiplier

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  2. Dissertations / Theses
  3. Books
  4. Book chapters
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Academic literature on the topic 'P-multiplier'

Author: Grafiati
Published: 4 June 2021
Last updated: 8 February 2022

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Journal articles on the topic "P-multiplier"

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Hartmann, Andreas. "Pointwise multipliers in Hardy-Orlicz spaces, and interpolation." MATHEMATICA SCANDINAVICA 106, no. 1 (March 1, 2010): 107. http://dx.doi.org/10.7146/math.scand.a-15128.

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We study multipliers of Hardy-Orlicz spaces ${\mathcal H}_{\Phi}$ which are strictly contained between $\bigcup_{p>0}H^p$ and so-called "big" Hardy-Orlicz spaces. Big Hardy-Orlicz spaces, carrying an algebraic structure, are equal to their multiplier algebra, whereas in classical Hardy spaces $H^p$, the multipliers reduce to $H^{\infty}$. For Hardy-Orlicz spaces ${\mathcal H}_{\Phi}$ between these two extremal situations and subject to some conditions, we exhibit multipliers that are in Hardy-Orlicz spaces the defining functions of which are related to $\Phi$. In general it cannot be expected to obtain a characterization of the multiplier algebra in terms of Hardy-Orlicz spaces since these are in general not algebras. Nevertheless, some examples show that we are not very far from such a characterization. In certain situations we see how the multiplier algebra grows in a sense from $H^{\infty}$ to big Hardy-Orlicz spaces when we go from classical $H^p$ spaces to big Hardy-Orlicz spaces. However, the multiplier algebras are not always ordered as their underlying Hardy-Orlicz spaces. Such an ordering holds in certain situations, but examples show that there are large Hardy-Orlicz spaces for which the multipliers reduce to $H^{\infty}$ so that the multipliers do in general not conserve the ordering of the underlying Hardy-Orlicz spaces. We apply some of the multiplier results to construct Hardy-Orlicz spaces close to $\bigcup_{p>0}H^p$ and for which the free interpolating sequences are no longer characterized by the Carleson condition which is well known to characterize free interpolating sequences in $H^p$, $p>0$.
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Alkurwy, Salah. "A novel approach of multiplier design based on BCD decoder." Indonesian Journal of Electrical Engineering and Computer Science 14, no. 1 (April 1, 2019): 38. http://dx.doi.org/10.11591/ijeecs.v14.i1.pp38-43.

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<p><span>A novel approach of multiplier design is presented in this paper. The design </span>idea is implemented based on binary coded decimal (BCD) decoder to seven segment display, by computing all the probability of multiplying 3 3 binary digits bits and grouping in table rows. The obtaining of the combinational logic functions is achieved by simplified the generated columns of [A<sub>5: </sub>A<sub>0</sub>]<sub>, </sub>using a Karnaugh map. Then, the 3 3-bits multiplier circuit is used to implement the 6x6- and 12x 12-bit multipliers. Comparing with a conventional multiplier, the proposed design outperformed in terms of the time delay by a 32% and 41.8% respectively. It is also reduced the combinational adaptive look-up-tables (ALUTs) by 24.6%, and 46% for both multipliers. Both overmentioned advantages make the proposed multipliers more attractive and suitable for high-speed digital systems</p><p> </p><p> </p><p> </p><p> </p><p> </p><p> </p>
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BOSKO, LINDSEY R. "ON SCHUR MULTIPLIERS OF LIE ALGEBRAS AND GROUPS OF MAXIMAL CLASS." International Journal of Algebra and Computation 20, no. 06 (September 2010): 807–21. http://dx.doi.org/10.1142/s0218196710005881.

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The Lie algebra analogue to the Schur multiplier has been investigated in a number of recent articles. We consider the multipliers of Lie algebras of maximal class, classifying these algebras with a certain additional property. The classification leads to a conjecture about a bound on the dimension of the multiplier for each of these algebras and also for p-groups of maximal class. The conjectures are then shown to hold.
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Ellis, Graham, and James Wiegold. "A bound on the Schur multiplier of a prime-power group." Bulletin of the Australian Mathematical Society 60, no. 2 (October 1999): 191–96. http://dx.doi.org/10.1017/s0004972700036327.

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The paper improves on an upper bound for the order of the Schur multiplier of a finite p-group given by Wiegold in 1969. The new bound is applied to the problem of classifying p-groups according to the size of their Schur multipliers.
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Onneweer, C. W., and T. S. Quek. "Multipliers for Hardy spaces on locally compact Vilenkin groups." Journal of the Australian Mathematical Society. Series A. Pure Mathematics and Statistics 55, no. 3 (December 1993): 287–301. http://dx.doi.org/10.1017/s1446788700034042.

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AbstractIn a recent paper In a recent paper the authors proved a multiplier theorem for Hardy spaces Hp (G), 0 < p ≤ 1, defined on a locally compact Vilenkin group G. The assumptions on the multiplier were expressed in terms of the “norms” of certain Herz spaces K (1/p − 1/?r, r, p) with r restricted to 1 ≤ r < ∞ and p < r. In the present paper we show how this restriction on r may be weakened to p ≤ r ∞. Furthermore, we present two modifications of our main theorem and compare these with certain results for multipliers on LP (Rn)-spaces, 1 < p < ∞, due to Seeger and to Cowling, Fendler and Foumier. We also discuss the sharpness of some of our results.
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Bloom, Walter R., and Zengfu Xu. "Fourier Multipliers For Local Hardy Spaces On Chébli-Trimèche Hypergroups." Canadian Journal of Mathematics 50, no. 5 (October 1, 1998): 897–928. http://dx.doi.org/10.4153/cjm-1998-047-9.

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AbstractIn this paper we consider Fourier multipliers on local Hardy spaces hp (0 < p ≤ 1) for Chébli-Trimèche hypergroups. The molecular characterization is investigated which allows us to prove a version of Hörmander’s multiplier theorem.
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Mostafa, Yasser E., and M. Hesham El Naggar. "Dynamic analysis of laterally loaded pile groups in sand and clay." Canadian Geotechnical Journal 39, no. 6 (December 1, 2002): 1358–83. http://dx.doi.org/10.1139/t02-102.

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Pile foundations supporting bridge piers, offshore platforms, and marine structures are required to resist not only static loading but also lateral dynamic loading. The static p–y curves are widely used to relate pile deflections to nonlinear soil reactions. The p-multiplier concept is used to account for the group effect by relating the load transfer curves of a pile in a group to the load transfer curves of a single pile. Some studies have examined the validity of the p-multiplier concept for the static and cyclic loading cases. However, the concept of the p-multiplier has not yet been considered for the dynamic loading case, and hence it is undertaken in the current study. An analysis of the dynamic lateral response of pile groups is described. The proposed analysis incorporates the static p–y curve approach and the plane strain assumptions to represent the soil reactions within the framework of a Winkler model. The model accounts for the nonlinear behaviour of the soil, the energy dissipation through the soil, and the pile group effect. The model was validated by analyzing the response of pile groups subjected to lateral Statnamic loading and comparing the results with field measured values. An intensive parametric study was performed employing the proposed analysis, and the results were used to establish dynamic soil reactions for single piles and pile groups for different types of sand and clay under harmonic loading with varying frequencies applied at the pile head. "Dynamic" p-multipliers were established to relate the dynamic load transfer curves of a pile in a group to the dynamic load transfer curves for a single pile. The dynamic p-multipliers were found to vary with the spacing between piles, soil type, peak amplitude of loading, and the angle between the line connecting any two piles and the direction of loading. The study indicated the effect of pile material and geometry, pile installation method, and pile head conditions on the p-multipliers. The calculated p-multipliers compared well with p-multipliers back-calculated from full scale field tests.Key words: lateral, transient loading, nonlinear, pile–soil–pile interaction, p–y curves, Statnamic.
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Fraser, A. J. "An (n + 1)– fold Marcinkiewicz multiplier theorem on the Heisenberg group." Bulletin of the Australian Mathematical Society 63, no. 1 (February 2001): 35–58. http://dx.doi.org/10.1017/s0004972700019092.

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We prove a Marcinkiewicz-type multiplier theorem on the Heisenberg group: for 1 < p < ∞, we establish the boundedness on Lp (ℍn) of spectral multipliers m (ℒ1,…,ℒn, iT) of the n partial sub-Laplacians ℒ1,…,ℒn and iT, where m satisfies an (n + l)-fold Marcinkiewicz-type condition. We also establish regularity and cancellation conditions which the convolution kernels of these Marcinkiewicz multipliers m (ℒ1,…,ℒn,iT) satisfy.
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Hare, Kathryn E., and Enji Sato. "Spaces of Lorentz Multipliers." Canadian Journal of Mathematics 53, no. 3 (June 1, 2001): 565–91. http://dx.doi.org/10.4153/cjm-2001-024-5.

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AbstractWe study when the spaces of Lorentz multipliers from Lp,t → Lp,s are distinct. Our main interest is the case when s < t, the Lorentz-improving multipliers. We prove, for example, that the space of multipliers which map Lp,t → Lp,s is different from those mapping Lp,t → Lp,s if either r = p or p′ and 1/s − 1/t ≠ 1/u − 1/v, or r ≠ p or p′. These results are obtained by making careful estimates of the Lorentz multiplier norms of certain linear combinations of Fejer or Dirichlet kernels. For the case when the first indices are different the linear combination we analyze is in the spirit of a Rudin-Shapiro polynomial.
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Weigel, Th, and P. A. Zalesskiĭ. "Groups with infinite mod-p Schur multiplier." Journal of Algebra 344, no. 1 (October 2011): 70–77. http://dx.doi.org/10.1016/j.jalgebra.2011.06.033.

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Dissertations / Theses on the topic "P-multiplier"

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Au, Lai Sze. "Unified field multiplier for GF(p) and GF(2 n) with novel digit encoding." Thesis, Cardiff University, 2004. http://orca.cf.ac.uk/55975/.

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In recent years, there has been an increase in demand for unified field multipliers for Elliptic Curve Cryptography in the electronics industry because they provide flexibility for customers to choose between Prime (GF(p)) and Binary (GF(2")) Galois Fields. Also, having the ability to carry out arithmetic over both GF(p) and GF(2") in the same hardware provides the possibility of performing any cryptographic operation that requires the use of both fields. The unified field multiplier is relatively future proof compared with multipliers that only perform arithmetic over a single chosen field. The security provided by the architecture is also very important. It is known that the longer the key length, the more susceptible the system is to differential power attacks due to the increased amount of data leakage. Therefore, it is beneficial to design hardware that is scalable, so that more data can be processed per cycle. Another advantage of designing a multiplier that is capable of dealing with long word length is improvement in performance in terms of delay, because less cycles are needed. This is very important because typical elliptic curve cryptography involves key size of 160 bits. A novel unified field radix-4 multiplier using Montgomery Multiplication for the use of G(p) and GF(2") has been proposed. This design makes use of the unexploited state in number representation for operation in GF(2") where all carries are suppressed. The addition is carried out using a modified (4:2) redundant adder to accommodate the extra 1 * state. The proposed adder and the partial product generator design are capable of radix-4 operation, which reduces the number of computation cycles required. Also, the proposed adder is more scalable than existing designs.
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Schoeman, Ilse Maria. "A theory of multiplier functions and sequences and its applications to Banach spaces / I.M. Schoeman." Thesis, North-West University, 2005. http://hdl.handle.net/10394/975.

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Wilson, Addison Joseph. "Lateral Resistance of 24-inch Statically Loaded and 12.75-Inch Cyclically Loaded Pipe Piles Near a 20-ft Mechanically Stabilized Earth (MSE) Wall." BYU ScholarsArchive, 2020. https://scholarsarchive.byu.edu/etd/8735.

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Installing load bearing piles within the reinforcement zone of mechanically stabilized earth (MSE) retaining walls is common practice in the construction industry. Bridge abutments are often constructed in this manner to adapt to increasing right-of-way constraints, and must be capable of supporting horizontal loads imposed by, traffic, earthquakes, and thermal expansion and contraction. Previous researchers have concluded that lateral pile resistance is reduced when pile are placed next to MSE walls but no design codes have been established to address this issue. Full –scale testing of statically applied lateral loads to four 24”x0.5” pipe piles, and cyclically applied lateral load to four 12.75”x0.375” pipe piles placed 1.5-5.3 pile diameters behind a 20-foot MSE wall was performed. The MSE wall was constructed using 5’x10’ concrete panels and was supported with ribbed strip and welded wire streel reinforcements. The computer software LPILE was used to back-calculate P-multipliers for the 24” piles. P-multipliers are used to indicate the amount of reduction in lateral resistance the piles experience due to their placement near the MSE wall. Previous researchers have proposed that any pile spaced 3.9 pile diameters (D) or more away from the MSE wall will have a P-multiplier of 1; meaning the pile experiences no reduction in lateral resistance due to its proximity to the wall. P-multipliers for piles spaced closer than 3.9D away from the wall decrease linearly as distance from the wall decreases. P-multipliers for the 24” piles spaced 5.1D, 4.1D, 3.0D, and 2.0D were 1, 0.84, 0.55, and 0.44 respectively. Lateral resistance of the 12.75” cyclically loaded piles decreased as the number of loading cycles increased. Lateral resistance of the piles when loads were applied in the direction of the wall was less than the lateral resistance of the piles when loads were applied away from the wall at larger pile head loads. The maximum tensile force experienced by the soil reinforcements generally occurred near the wall side of the pile face when the lateral loads were applied in the direction of the wall. Behind the pile, the tensile force decreased as the distance from the wall increased. Equation 5-4, modified from Rollins (2018) was found to be adequate for predicting the maximum tensile force experienced by the ribbed strip reinforcements during the static loading of the 24” pipe piles, particularly for lower loads. About 65% of the measured forces measured in this study fell within the one standard deviation boundary of the proposed equation.
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Besendorfer, Jason James. "Lateral Resistance of Pipe Piles Near 20-ft Tall MSE Abutment Wall with Strip Reinforcements." BYU ScholarsArchive, 2015. https://scholarsarchive.byu.edu/etd/5922.

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Full scale lateral load testing was performed on four 12.75x0.375 pipe piles spaced at 3.9, 2.9, 2.8, and 1.7 pile diameters behind an MSE wall which was constructed for this research to determine appropriate reduction factors for lateral pile resistance based on pile spacing behind the back face of the wall. The load induced on eight soil reinforcements located at various transverse distances from the pile and at different depths was monitored to determine the relationship between lateral load on the pile and load induced in the reinforcement. Each pile was loaded towards the wall in 0.25 in. increments to a total deflection of 3.0 in. Additionally, wall panel displacement was also monitored to determine if it remained in acceptable bounds. The results of the research indicate that pile resistance tends to decrease as spacing decreases. P-multipliers for the 3.9, 2.9, 2.8, 1.7D tests were found to be 1.0, 1.0, 1.0, and 0.5, respectively using back-analysis with the computer model LPILE. However, these multipliers are higher than expected based on previous testing and research. Piles spaced further than 3.8D can be assumed to have no interaction with the wall. The resistance of piles spaced closer to the wall than 3.8D can be modeled in LPILE using a p-multiplier less than 1.0. The reinforced backfill can be modeled in LPILE using the API Sand (1982) method with a friction angle of 31º and a modulus of approximately 60 pci when a surcharge of 600 psf is applied. If no surcharge is applied, a friction angle of 39º and modulus of 260 pci is more appropriate. Maximum wall panel displacement was highest for the 2.8D test and was 0.35 in. at 3.0 in. of pile head displacement. For all the other tests, the maximum wall displacement at 3.0 in. of pile head displacement was similar and was approximately 0.15 inches. Induced load in the soil reinforcement increases with depth to the 2nd or 3rd layer of reinforcement after which it decreases. Induced load in the reinforcement increases as pile spacing decreases. Induced load in the reinforcement decreases rapidly with increased transverse distance from the pile. Induced load in the reinforcement can be estimated using a regression equation which considers the influence of pile load, pile spacing behind the wall, reinforcement depth or vertical stress, and transverse spacing of the reinforcement.
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Farnsworth, Zachary Paul. "Lateral Resistance of Grouped Piles Near 20-ft Tall MSE Abutment Wall with Strip Reinforcements." BYU ScholarsArchive, 2020. https://scholarsarchive.byu.edu/etd/8694.

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A team from Brigham Young University and I performed full-scale lateral load tests on individual and grouped 12.75x0.375 inch pipe piles spaced at varying distances behind an MSE wall. The individually loaded pile which acted as a control was spaced at 4.0 pile diameters from the wall face, and the three grouped piles which were loaded in unison were spaced at 3.0, 2.8, and 1.8 pile diameters from the wall face and transversely spaced at 4.7 pile diameters center-to-center. The purpose of these tests was to determine the extent of group effects on lateral pile resistance, induced loads in soil reinforcements, and MSE wall panel deflections compared to those previously observed in individually laterally loaded piles behind MSE walls. The computer model LPILE was used in my analysis of the measured test data. The p-multipliers back-calculated with LPILE for the grouped piles were 0.25, 0.60, and 0.25 for the grouped piles spaced at 3.0, 2.8, and 1.8 pile diameters from the wall, respectively. These values are lower than that predicted for piles at the same pile-to-wall spacings using the most recent equation for computing p-multipliers. I propose the use of an additional p-multiplier for grouped piles near an MSE wall, a group-effect p-multiplier, to account for discrepancies between individual and grouped pile behaviors. The group effect p-multipliers were 0.35, 0.91, and 0.74 for the grouped piles spaced at 3.0, 2.8, and 1.8 pile diameters from the wall, respectively. The average group-effect p-multiplier was 0.66. Additionally, I used LPILE to analyze test data from Pierson et al. (2009), who had previously performed full-scale lateral load tests of individual and grouped shafts. In said analysis, the group of three 3-foot diameter concrete shafts spaced at 2.0 shaft diameters from the wall face and transversely spaced at 5.0 shaft diameters center-to-center had an average group effect p-multiplier of 0.78. As in previous studies, the induced forces in soil reinforcements in this study were greatest either near the locations of the test piles or at the MSE wall face. The most recent equation for calculating the maximum induced force in a soil reinforcement strip was reasonably effective in predicting the measured maximum loads when superimposed between the test piles, with 65% and 85% of the data points falling within the one and two standard deviation boundaries, respectively, of the original data used to develop the equation. Deflection of the MSE wall panels was greater during the grouped pile test than was previously observed for individually loaded piles under similar pile head deflections--with a maximum wall deflection of 0.31 inch compared to the previous average of 0.10 inch for pile head deflections of about 1.25 inches.
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TONELLO, MARCO. "SOCIAL INTERACTIONS AT SCHOOL." Doctoral thesis, Università Cattolica del Sacro Cuore, 2013. http://hdl.handle.net/10280/1669.

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Il lavoro tratta gli effetti delle interazioni sociali tra compagni di scuola o di classe (c.d. peer effects) sugli apprendimenti degli studenti delle scuole medie. Il periodo di frequenza della scuola media rappresenta un momento critico nello sviluppo dell’adolescente che passa molto tempo con i compagni (a scuola e fuori da scuola) determinando forti legami di amicizia che ne influenzano lo sviluppo. Nel primo e nel secondo capitolo si tratta dell’effetto delle interazioni sociali tra studenti nativi e non nativi sull’apprendimento. Il terzo capitolo analizza il comportamento di cheating durante gli esami ufficiali come una forma di collaborazione che scaturisce da interazioni sociali. Il lavoro contribuisce alla letteratura esistente identificando gli effetti delle interazioni sociali con metodi innovativi e fornendo un’interpretazione stilizzata dei risultati mediante semplici modelli teorici. La tesi utilizza una banca dati innovativa che unisce i risultati dei test Invalsi in matematica e italiano (Esame Finale del I Ciclo, e Programma di Valutazione Nazionale, a.s. 2007-08, 2008-09, 2010-11), a dati amministrativi sulle scuole e dati censuari sulla popolazione (Censimento 2001). I risultati mostrano che le interazioni sociali influenzano in maniera significativa i risultati scolastici degli studenti.
I focus on social interactions among junior high school students attending the same class or the same school. Junior high school is generally considered by educational psychologists as the period in which friendships ties are usually formed and interactions with school mates take a relevant part of students’ time at school and outside school. In first and in the second chapter I focus on the effect on attainment of social interactions between native and non-native students. The third chapter deals with students’ cheating as a form of social interaction among classmates taking an official exam. The thesis contributes to the existing literature in proposing different empirical strategy to identify social interactions parameters and linking the results to stylized theoretical frameworks to shed light on the possible social mechanisms driving the estimated effects. The three chapters exploit rich and newly available datasets combining test score results in Math and Language from INVALSI (First Cycle Final Exam and National Evaluation Program, s.y. 2007-08, 2008-09, 2010-11), school administrative records, and the Italian Population Census Survey 2001. The results of the research demonstrate a strong role played by social interactions among school mates in affecting students’ attainment.
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Budd, Ryan Thomas. "Lateral Resistance of Pipe Piles Behind a 20-Foot-Tall MSE Wall with Welded-Wire Reinforcements." BYU ScholarsArchive, 2016. https://scholarsarchive.byu.edu/etd/6216.

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Pile foundations for bridges must often resist lateral loads produced by earthquakes and thermal expansion and contraction of the superstructure. Right-of-way constraints near bridge abutments are leading to an increased use of mechanically stabilized earth (MSE) walls below the abutment. Previous research has shown that lateral pile resistance can be greatly reduced when piles are placed close to MSE walls but design codes do not address this issue. A full-scale MSE wall was constructed and 24 lateral load tests were conducted on pipe, square and H piles spaced at distances of about 2 to 5 pile diameters from the back face of the wall. The MSE wall was constructed using welded-wire grid and ribbed strip inextensible reinforcements. This paper focuses on four lateral load tests conducted on steel pipe piles located behind a 20-ft section of MSE wall reinforced with welded-wire grids. Results showed that measured lateral resistance decreases significantly when pipe piles are located closer than about 4 pile diameters from the wall. LPILE software was used to back-calculate P-multipliers that account for the reduced lateral resistance of the pile as a function of normalized spacing from the wall. P-multipliers for this study were 0.95, 0.68, and 0.3 for piles spaced 4.3, 3.4 and 1.8 pile diameters from the wall, respectively. Based on results from this study and previous data, lateral pile resistance is relatively unaffected (p-multiplier = 1.0) for piles spaced more than approximately 3.9 pile diameters (3.9D) from the MSE wall. For piles spaced closer than 3.9D, the p-multiplier decreased linearly as distance to the wall decreased. P-multipliers were not affected by differences in reinforcement length to height (L/H) ratio or reinforcing type. Lateral pile loads induce tensile forces in the soil reinforcement such that, as pile load increases the maximum induced tensile force increases. Results also indicate that maximum tensile forces typically occurred in the soil reinforcement near the pile location. Past research results were combined with data from this study and a statistical regression analysis was performed using all data associated with welded-wire grid reinforcements. A regression equations was developed to predict the peak induced tensile force in welded-wire grids based on independent variables including lateral pile load, normalized pile distance (S/D), transverse distance (T/D), L/H ratio, and vertical stress. The equation has an R2 value of 0.79, meaning it accounts for approximately 79% of variation for all welded-wire grid reinforcements tested to date.
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Bowles, Seth I. "Statnamic Lateral Load Testing and Analysis of a Drilled Shaft in Liquefied Sand." BYU ScholarsArchive, 2005. https://scholarsarchive.byu.edu/etd/723.

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Three progressively larger statnamic lateral load tests were performed on a 2.59 m diameter drilled shaft foundation after the surrounding soil was liquefied using down-hole explosive charges. An attempt to develop p-y curves from strain data along the pile was made. Due to low quality and lack of strain data, p-y curves along the test shaft could not be reliably determined. Therefore, the statnamic load tests were analyzed using a ten degree-of-freedom model of the pile-soil system to determine the equivalent static load-deflection curve for each test. The equivalent static load-deflection curves had shapes very similar to that obtained from static load tests performed previously at the site. The computed damping ratio was 30%, which is within the range of values derived from the log decrement method. The computer program LPILE was then used to compute the load-deflection curves in comparison with the response from the field load tests. Analyses were performed using a variety of p-y curve shapes proposed for liquefied sand. The best agreement was obtained using the concave upward curve shapes proposed by Rollins et al. (2005) with a p-multiplier of approximately 8 to account for the increased pile diameter. P-y curves based on the undrained strength approach and the p-multiplier approach with values of 0.1 to 0.3 did not match the measured load-deflection curve over the full range of deflections. These approaches typically overestimated resistance at small deflections and underestimated the resistance at large deflections indicating that the p-y curve shapes were inappropriate. When the liquefied sand was assumed to have no resistance, the computed deflection significantly overestimated the deflections from the field tests.
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Luna, Andrew I. "Lateral Resistance of H-Piles and Square Piles Behind an MSE Wall with Ribbed Strip and Welded Wire Reinforcements." BYU ScholarsArchive, 2016. https://scholarsarchive.byu.edu/etd/6346.

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Bridges often use pile foundations behind MSE walls to help resist lateral loading from seismic and thermal expansion and contraction loads. Overdesign of pile spacing and sizes occur owing to a lack of design code guidance for piles behind an MSE wall. However, space constraints necessitate the installation of piles near the wall. Full scale lateral load tests were conducted on piles behind an MSE wall. This study involves the testing of four HP12X74 H-piles and four HSS12X12X5/16 square piles. The H-piles were tested with ribbed strip soil reinforcement at a wall height of 15 feet, and the square piles were tested with welded wire reinforcement at a wall height of 20 feet. The H-piles were spaced from the back face of the MSE wall at pile diameters 4.5, 3.2, 2.5, and 2.2. The square piles were spaced at pile diameters 5.7, 4.2, 3.1, and 2.1. Testing was based on a displacement control method where load increments were applied every 0.25 inches up to three inches of pile deflection. It was concluded that piles placed closer than 3.9 pile diameters have a reduction in their lateral resistance. P-multipliers were back-calculated in LPILE from the load-deflection curves obtained from the tests. The p-multipliers were found to be 1.0, 0.85, 0.60, and 0.73 for the H-piles spaced at 4.5, 3.2, 2.5, and 2.2 pile diameters, respectively. The p-multipliers for the square piles were found to be 1.0, 0.77, 0.63, and 0.57 for piles spaced at 5.7, 4.2, 3.1, and 2.1 pile diameters, respectively. An equation was developed to estimate p-multipliers versus pile distance behind the wall. These p-multipliers account for reduced soil resistance, and decrease linearly with distance for piles placed closer than 3.9 pile diameters. Measurements were also taken of the force induced in the soil reinforcement. A statistical analysis was performed to develop an equation that could predict the maximum induced reinforcement load. The main parameters that went into this equation were the lateral pile load, transverse distance from the reinforcement to the pile center normalized by the pile diameter, spacing from the pile center to the wall normalized by the pile diameter, vertical stress, and reinforcement length to height ratio where the height included the equivalent height of the surcharge. The multiple regression equations account for 76% of the variation in observed tensile force for the ribbed strip reinforcement, and 77% of the variation for the welded wire reinforcement. The tensile force was found to increase in the reinforcement as the pile spacing decreased, transverse spacing from the pile decreased, and as the lateral load increased.
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Walsh, James Matthew. "Full-Scale Lateral Load Test of a 3x5 Pile Group in Sand." BYU ScholarsArchive, 2005. https://scholarsarchive.byu.edu/etd/605.

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Although it is well established that spacing of piles within a pile group influences the lateral load resistance of that group, additional research is needed to better understand trends for large pile groups (greater than three rows) and for groups in sand. A 15-pile group in a 3x5 configuration situated in sand was laterally loaded and data were collected to derive p-multipliers. A single pile separate from the 15-pile group was loaded for comparison. Results were compared to those of a similar test in clays. The load resisted by the single pile was greater than the average load resisted by each pile in the pile group. While the loads resisted by the first row of piles (i.e. the only row deflected away from all other rows of piles) were approximately equal to that resisted by the single pile, following rows resisted increasingly less load up through the fourth row. The fifth row consistently resisted more than the fourth row. The pile group in sand resisted much higher loads than did the pile group in clay. Maximum bending moments appeared largest in first row piles. For all deflection levels, first row moments seemed slightly smaller than those measured in the single pile. Maximum bending moments for the second through fifth rows appeared consistently lower than those of the first row at the same deflection. First row moments achieved in the group in sand appeared larger than those achieved in the group in clay at the same deflections, while bending moments normalized by associated loads appeared nearly equal regardless of soil type. Group effects became more influential at higher deflections, manifest by lower stiffness per pile. The single pile test was modeled using LPILE Plus, version 4.0. Soil parameters in LPILE were adjusted until a good match between measured and computed responses was obtained. This refined soil profile was then used to model the 15-pile group in GROUP, version 4.0. User-defined p-multipliers were selected to match GROUP calculated results with actual measured results. For the first loading cycle, p-multipliers were found to be 1.0, 0.5, 0.35, 0.3, and 0.4 for the first through fifth rows, respectively. For the tenth loading, p-multipliers were found to be 1.0, 0.6, 0.4, 0.37, and 0.4 for the first through fifth rows, respectively. Design curves suggested by Rollins et al. (2005) appear appropriate for Rows 1 and 2 while curves specified by AASHTO (2000) appear appropriate for subsequent rows.
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Books on the topic "P-multiplier"

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1951-, Sawyer E. T., ed. Embedding and multiplier theorems for H[superscript p](R[superscript n]). Providence, R.I., USA: American Mathematical Society, 1985.

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Tonello, Elisabetta, and Susan Baddeley, eds. Edition de textes canoniques nationaux. Editions des archives contemporaines, 2020. http://dx.doi.org/10.17184/eac.9782813002914.

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L’édition d’un texte est un processus complexe et laborieux qui implique souvent des choix originaux de la part de l’éditeur critique. Lorsque le texte à éditer est un chef-d’œuvre de la littérature mondiale et une bannière de l’identité nationale, les problèmes à aborder et les questions à affronter se multiplient. Ce volume rassemble des contributions présentées par une équipe de chercheurs (S. Bertelli, M. Giola, F. Marchetti, E. Tonello, P. Trovato) qui travaille depuis plusieurs années au projet d’une édition critique de la _Commedia_ de Dante à l’occasion d’un séminaire organisé par l’IEA de Paris en juin 2017 et ensuite retravaillés et mis à jour pour cet publication. Ce séminaire s’inscrit dans le cadre d’un séjour invité de recherche (financé par une Bourse D’Alembert de l’Université Paris-Saclay) portant sur l’étude des manuscrits de la _Commedia_ conservés en France, en collaboration avec le laboratoire DYPAC de l’Université de Versailles-Saint-Quentin-en-Yvelines. À ceux-ci s’ajoutent d’autres essais (R. Colbertaldo, M. Mancinelli, A. Postec, V. Rossi), nés du développement et de l’élargissement de ce thème. En fait, non seulement des interventions ont été ajoutées afin d’enrichir les études sur le texte de la Commedia, mais également autres essais ont été accueillis, qui ont élargi la comparaison avec autres traditions littéraires européennes.
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Book chapters on the topic "P-multiplier"

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Shigekawa, Ichiro. "L p Multiplier Theorem for the Hodge-Kodaira Operator." In Lecture Notes in Mathematics, 226–46. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-540-31449-3_16.

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Jevtić, Miroljub, Dragan Vukotić, and Miloš Arsenović. "Multiplier Spaces ( $$H^{p,q,\alpha },H^{u,v,\beta })$$ and $$(H^p,H^u)$$." In Taylor Coefficients and Coefficient Multipliers of Hardy and Bergman-Type Spaces, 247–79. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-45644-7_12.

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Hytönen, Tuomas P. "Reduced Mihlin-Lizorkin Multiplier Theorem in Vector-valued L p Spaces." In Partial Differential Equations and Functional Analysis, 137–51. Basel: Birkhäuser Basel, 2006. http://dx.doi.org/10.1007/3-7643-7601-5_9.

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Savaš, Erkay, Alexandre F. Tenca, and Çetin K. Koç. "A Scalable and Unified Multiplier Architecture for Finite Fields GF(p) and GF(2m)." In Cryptographic Hardware and Embedded Systems — CHES 2000, 277–92. Berlin, Heidelberg: Springer Berlin Heidelberg, 2000. http://dx.doi.org/10.1007/3-540-44499-8_22.

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Großschädl, Johann. "A Bit-Serial Unified Multiplier Architecture for Finite Fields GF(p) and GF(2m)." In Cryptographic Hardware and Embedded Systems — CHES 2001, 202–19. Berlin, Heidelberg: Springer Berlin Heidelberg, 2001. http://dx.doi.org/10.1007/3-540-44709-1_18.

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Kunstmann, Peer C., and Lutz Weis. "Maximal L p -regularity for Parabolic Equations, Fourier Multiplier Theorems and $H^\infty$ -functional Calculus." In Functional Analytic Methods for Evolution Equations, 65–311. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-540-44653-8_2.

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Ricker, Werner J. "Multipliers and L p -operator Semigroups." In Operator Theory in Harmonic and Non-commutative Analysis, 235–42. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-06266-2_11.

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Lambert, Alan. "L p Multipliers and Nested Sigma-Algebras." In Nonselfadjoint Operator Algebras, Operator Theory, and Related Topics, 147–53. Basel: Birkhäuser Basel, 1998. http://dx.doi.org/10.1007/978-3-0348-8779-3_9.

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Üstünel, Ali Süleyman. "L p -multipliers theorem, meyer inequalities and distributions." In An Introduction to Analysis on Wiener Space, 31–39. Berlin, Heidelberg: Springer Berlin Heidelberg, 1995. http://dx.doi.org/10.1007/bfb0096333.

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Lebedev, V. V. "Spectra of Inner Functions and l p -Multipliers." In Complex Analysis, Operators, and Related Topics, 205–12. Basel: Birkhäuser Basel, 2000. http://dx.doi.org/10.1007/978-3-0348-8378-8_17.

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Conference papers on the topic "P-multiplier"

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Wu, Tao. "Elliptic curve GF (p) point multiplier by dual arithmetic cores." In 2015 IEEE 11th International Conference on ASIC (ASICON ). IEEE, 2015. http://dx.doi.org/10.1109/asicon.2015.7516997.

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Kim, Tae Ho, Sang Chul Kim, Chang Hoon Kim, and Chun Pyo Hong. "Scalable Montgomery Multiplier for Finite Fields GF(p) and GF(2^m)." In 4th IEEE International Symposium on Electronic Design, Test and Applications (delta 2008). IEEE, 2008. http://dx.doi.org/10.1109/delta.2008.102.

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"AN EFFICIENT RECONFIGURABLE SOS MONTGOMERY MULTIPLIER IN GF (P) USIGN FPGA DSP SLICES." In International Conference on Security and Cryptography. SciTePress - Science and and Technology Publications, 2008. http://dx.doi.org/10.5220/0001917303550358.

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Zainal, Rosita, Nor Muhainiah Mohd Ali, Nor Haniza Sarmin, and Samad Rashid. "The Schur multiplier and nonabelian tensor square of some groups of p-power order." In PROCEEDINGS OF THE 20TH NATIONAL SYMPOSIUM ON MATHEMATICAL SCIENCES: Research in Mathematical Sciences: A Catalyst for Creativity and Innovation. AIP, 2013. http://dx.doi.org/10.1063/1.4801244.

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Sangole, Amol Mukesh, and Ujwala Ghodeswar. "Design of bit serial parallel multiplier using finite field over GF(2P)." In 2015 International Conference on Advances in Computer Engineering and Applications (ICACEA). IEEE, 2015. http://dx.doi.org/10.1109/icacea.2015.7164845.

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Awad, M. M., and S. D. Butt. "A Robust Asymptotically Based Modeling Approach for Two-Phase Flow in Porous Media." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57792.

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A simple semi-theoretical method for calculating two-phase frictional pressure gradient in porous media using asymptotic analysis is presented. Two-phase frictional pressure gradient is expressed in terms of the asymptotic single-phase frictional pressure gradients for liquid and gas flowing alone. In the present model, the two-phase frictional pressure gradient for x ≅ 0 is nearly identical to single-phase liquid frictional pressure gradient. Also, the two-phase frictional pressure gradient for x ≅ 1 is nearly identical to single-phase gas frictional pressure gradient. The proposed model can be transformed into either a two-phase frictional multiplier for liquid flowing alone (φl2) or two-phase frictional multiplier for gas flowing alone (φg2) as a function of the Lockhart-Martinelli parameter, X. The advantage of the new model is that it has only one fitting parameter (p) while the other existing correlations such as Larkins et al. correlation, Sato et al. correlation, and Goto and Gaspillo correlation have three constants. Therefore, calibration of the new model to experimental data is greatly simplified. The new model is able to model the existing multi parameters correlations by fitting the single parameter p. Specifically, p = 1/3.25 for Midoux et al. correlation, p = 1/3.25 for Rao et al. correlation, p = 1/3.5 for Tosun correlation, p = 1/3.25 for Larkins et al. correlation, p = 1/3.75 for Sato et al. correlation, and p = 1/3.5 for Goto and Gaspillo correlation.
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Wang, Chenxi, Min Chen, Xinghua Zhang, and Mingzhi Gao. "An analog MPPT controller without multiplier for PV applications based on simplified P&O method." In 2017 IEEE Energy Conversion Congress and Exposition (ECCE). IEEE, 2017. http://dx.doi.org/10.1109/ecce.2017.8096446.

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Liu, JianWei, DongXu Cheng, ZhenYu Guan, and ZiYu Wang. "A High Speed VLSI Implementation of 256-bit Scalar Point Multiplier for ECC over GF (p)." In 2018 IEEE International Conference on Intelligence and Safety for Robotics (ISR). IEEE, 2018. http://dx.doi.org/10.1109/iisr.2018.8535680.

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Awad, M. M., and S. D. Butt. "Two-Phase Flow Modeling in Oil and Gas Applications." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-41141.

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In the current study, two-phase flow modeling in oil and gas applications using asymptotic analysis is presented. Examples of two-phase liquid-liquid flow in pipes, two-phase gas-liquid flow in fractures, and two-phase gas-liquid flow in porous media are presented. In the present study, a simple semi-theoretical method for calculating the two-phase frictional pressure gradient in oil and gas applications using asymptotic analysis is presented. The proposed model can be transformed into two-phase frictional multiplier as a function of the Lockhart-Martinelli parameter, X. The advantage of the new model is that it has only one fitting parameter (p). Therefore, calibration of the new model to experimental data is greatly simplified. The new model is able to model the existing multi parameters correlations by fitting the single parameter p. Comparison with experimental data for two-phase frictional multiplier versus the Lockhart-Martinelli parameter (X) is presented.
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Awad, M. M., and S. D. Butt. "A Robust Asymptotically Based Modeling Approach for Two-Phase Liquid-Liquid Flow in Pipes." In ASME 2009 28th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2009. http://dx.doi.org/10.1115/omae2009-79072.

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The flow of two immiscible liquids such as oil and water is very important in the petroleum industry like oil recovery processes. For example, the injection of water into the oil flowing in the pipeline reduces the resistance to flow and the pressure gradient. Thus, there is no need for large pumping units. In the present study, a simple semi-theoretical method for calculating the two-phase frictional pressure gradient for liquid-liquid flow in pipes using asymptotic analysis is presented. The two-phase frictional pressure gradient is expressed in terms of the asymptotic single-phase frictional pressure gradients for the more viscous liquid and the less viscous liquid flowing alone. The proposed model can be transformed into either a two-phase frictional multiplier for the more viscous liquid flowing alone (φ12) or two-phase frictional multiplier for the less viscous liquid flowing alone (φ22) as a function of the Lockhart-Martinelli parameter, X. The advantage of the new model is that it has only one fitting parameter (p). Therefore, calibration of the new model to experimental data is greatly simplified. The new model is able to model the existing multi parameters correlations by fitting the single parameter p. Comparison with experimental data for two-phase frictional multiplier versus the Lockhart-Martinelli parameter (X) is presented.
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Reports on the topic "P-multiplier"

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Chernozhukov, Victor, Denis Chetverikov, and Kengo Kato. Central limit theorems and multiplier bootstrap when p is much larger than n. Institute for Fiscal Studies, December 2012. http://dx.doi.org/10.1920/wp.cem.2012.4512.

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Hesketh, Gavin. A Measurement of the $Z$ boson production cross-section multiplied by the muon branching fraction in $p\bar{p}$ collisions at 1.96-TeV. Office of Scientific and Technical Information (OSTI), March 2003. http://dx.doi.org/10.2172/1419293.

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