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This research was performed to investigate the behavior of geosynthetic-reinforced sandy soil foundations and to study the effect of different parameters contributing to their performance using laboratory model tests. The parameters investigated in this study included top layer spacing, number of reinforcement layers, vertical spacing between layers, tensile modulus and type of geosynthetic reinforcement, embedment depth, and shape of footing. The effect of geosynthetic reinforcement on the vertical stress distribution in the sand and the strain distribution along the reinforcement were also investigated. The test results demonstrated the potential benefit of using geosynthetic-reinforced sand foundations. The test results also showed that the reinforcement configuration/layout has a very significant effect on the behavior of reinforced sand foundation. With two or more layers of reinforcement, the settlement can be reduced by 20% at all footing pressure levels. Sand reinforced by the composite of geogrid and geotextile performed better than those reinforced by geogrid or geotextile alone. The inclusion of reinforcement can redistribute the applied footing load to a more uniform pattern, hence reducing the stress concentration, which will result reduced settlement. Finally, the results of model tests were compared with the analytical solution developed by the authors in previous studies; and the analytical solution gave a good predication of the experimental results of footing on geosynthetic reinforced sand.

This research evaluated the benefits of geogrid reinforcement of granular base specimens and studied the effect of different factors contributing to their performance. This includes geometry, tensile modulus, arrangement/location of geogrids, the moisture content of specimen, and stress state. Five geogrids of different tensile modulus and aperture geometries (three rectangle or biaxial and two triangle or triaxial) were used. The study was experimentally carried out by conducting repeated load triaxial (RLT) tests to evaluate the resilient and permanent deformations of the specimens. The test results demonstrated the potential benefit in placing the geogrid within the granular base specimens. Less permanent deformations were measured under cyclic loading for geogrid-reinforced base specimens compared to unreinforced specimens. The geogrid geometry and tensile modulus had noticeable effects on the specimens’ performance. Of the five geogrids used, the triaxial geogrid (TX1) with triangle geometry and the highest tensile modulus performed consistently better than the other four geogrids. For geogrids with the same geometry, the higher the tensile modulus, the lower was the accumulated permanent deformation. The test results also showed obvious effects of the geogrid arrangement/location on the specimens’ performance, with the double geogrid location consistently yielding the largest improvement. The test results did not show any appreciable improvement in the resilient deformation or resilient modulus of the geogrid-reinforced granular specimens. The effect of moisture content on the performance of geogrid-reinforced specimens was evident, with higher improvement observed for specimens prepared at the optimum and dry of optimum than those prepared at wet of optimum.

In this paper, the performance of geogrid base reinforcement in flexible pavements was evaluated using cyclic plate load testing. A 40-kN cyclic load was applied through a 305-mm diameter steel plate. The investigated parameters included geometry, location and tensile modulus of geogrids. The stress distribution, permanent vertical strain and developed porewater pressure in the subgrade, as well as, the strain distribution along geogrids were studied. The test results showed that the inclusion of geogrid can significantly improve the performance of a flexible pavement and that the traffic benefit ratio can be increased up to 15.3 at a rut depth of 19.1 mm. Better performance was observed when geogrid layer was placed at the upper one-third of the base aggregate layer. The results also demonstrated that the geogrid helps in redistributing the applied load to a wider area on top of the subgrade layer, thus resulting in less accumulated permanent deformation in the subgrade.

This paper aims at developing analytical solutions for estimating the ultimate bearing capacity of geogrid reinforced soil foundations (RSF) for both sand and silty clay soils. Failure mechanisms for reinforced soil foundations are proposed based on the literature review and the results of experimental study on model footing tests conducted by the authors. New bearing capacity formulas that incorporate the contribution of reinforcements to the increase in bearing capacity are then developed for both reinforced sand and silty clay soil foundations based on the proposed failure mechanisms. The predicted bearing capacity values are compared with the results of laboratory model tests on reinforced sand and silty clay soil. The proposed analytical solutions were also verified by the results of large-scale model tests conducted by the authors for reinforced silty clay and the data reported in the literature. The predicted bearing capacity values from analytical solutions are in good agreement with the test results.

Soil cement as pavement base has been used in practice since 1915 due to its effectiveness in preventing pumping of the subgrade soils and its relatively high strength. In this research, the factors affecting the strength of cement-sand were investigated based on laboratory compaction tests and unconfined compression tests. The test results showed that the dry density, moisture content (w), water to cement ratio (w/c), initial void ratio (e ini ), and cement content (C w ) are the main controlling factors in the behavior of cementsand. A simple empirical correlation method is proposed to estimate the unconfined compressive strength of the cement-sand based on cement content, initial moisture content, and water to cement ratio. The tube suction tests were also performed in an effort to evaluate the water susceptibility of cement-sand, as the strength of cement soil can be affected by the soaking condition at field. The tube suction tests showed that the cement-sand can be classified as good quality base material based on the dielectric value.

Current pavement design procedures recommend the resilient modulus of subgrade materials for pavement design and analysis. The objective of this paper is to develop two statistical models to predict the resilient modulus of subgrade cohesive soils from the dynamic cone penetration (DCP) test parameters and soil properties. The first model correlates resilient modulus to the dynamic cone penetration test parameters, while the second model correlates resilient modulus to both the dynamic cone penetration test parameters and soil properties. Field and laboratory experiments were conducted at 31 sites in Louisiana that contain four common soil types (A-4, A-6, A-7-5, and A-7-6). Field tests included DCP tests and soil sampling, while laboratory tests included determining basic soil properties and resilient modulus. Statistical analyses were conducted on the collected data, and two statistical models were developed for the prediction of resilient modulus of cohesive subgrade soils from the DCP test parameters and soil properties. The models predicted a separate data set that was not used in their development, indicating the success of the application of the dynamic cone penetration test in evaluating the resilient modulus of pavement subgrade soils. The predicted values obtained from the proposed models corresponded well with the measured resilient modulus values from the repeated load triaxial test.

Geosynthetics have increasingly been used to reinforce many earth structures and are now a well-accepted means to improve engineering properties of various types of soil. However, most previous studies and applications of geosynthetic stabilization are confined to noncohesive soils. Few research efforts have been dedicated to the feasibility and benefits of geosynthetic reinforcement on cohesive soils. This paper presents the results of an extensive laboratory testing program using a large direct shear device, in which four different soils including one sand and three clays of different plasticities were reinforced by three different geogrids and one woven geotextile. Reinforcement mechanisms were analyzed and the soil-geosynthetic interface parameters were obtained from the testing results. The increase in molding moisture content and/or decrease in dry density caused an appreciable reduction in interface shear resistance, which suggests that it should be more rational to use interface parameters of soils at their 95% maximum dry density and moisture content 2% above their optimum values. This study also provides a basis for future research and modeling the behavior between cohesive soils and geosynthetics.

The behavior of foundations on geosynthetic-reinforced clayey soil of low to medium plasticity using laboratory model footing tests was investigated. The model footing was made of a steel plate with dimensions of 152 mm (6 in.) × 152 mm (6 in.). The parameters investigated in this study included the top layer spacing, the number of reinforcement layers, the vertical spacing between layers, and the stiffness and type of reinforcement. The effect of reinforcement on the vertical stress distribution in the clay and the strain distribution along the reinforcement were also investigated. The test results showed that the inclusion of reinforcement could significantly improve the soil's bearing capacity and reduce the footing settlement. With three or more layers of reinforcement, the settlement could be reduced by approximately 50% at a relatively medium surface pressure. The geogrids with higher stiffness performed better than geogrids with lower stiffness. The test results also showed that the induced vertical stresses in clay under the center of footing could be appreciably reduced with the inclusion of reinforcement, which would result in reducing the consolidation settlement. Insignificant strain measured in the geogrid beyond its effective length of 6.0B (where B is the footing width) indicated that the geogrid beyond this length provided negligible reinforcement effect.

Field and laboratory testing programs were conducted to evaluate the potential use of the light falling weight deflectometer (LFWD) device for measuring the in situ elastic modulus of pavement layers and subgrades. The field tests were conducted on several highway sections selected from different projects in Louisiana. In addition, nine test sections were constructed and tested at the Pavement Research Facility site of Louisiana Transportation Research Center. All sections were tested using the Prima 100 model-LFWD in conjunction with the falling weight deflectometer (FWD), plate load test (PLT), and dynamic cone penetrometer (DCP) tests that were used as reference measurements. Linear regression analyses were carried out on the collected test data to develop models that could directly relate the LFWD stiffness modulus with moduli obtained from FWD and PLT and the DCP penetration rate. In addition, multiple nonlinear regression analyses were conducted to develop models that could predict FWD and PLT moduli on the basis of the LFWD elastic moduli and selected soil properties (moisture content and void ratio) of the tested materials. The results showed that the FWD, PLT moduli, and DCP-penetration rate could be predicted directly with LFWD at a significant confidence level. However, the prediction models were improved when the soil properties were included as variables. Laboratory tests also were conducted to determine the influence depth of the LFWD, and the results of these tests showed that the LFWD influence depth ranged from 270 to 280 mm.

The increasing use of geosynthetics to reinforce soils in many geotechnical engineering applications requires better evaluation of the soil–geosynthetic interface properties for use in the design and analysis of the different reinforced soil structures. The soil–geosynthetic interaction can be determined from direct shear tests or pullout tests. Until now, most research was focused on investigating the interface properties between geosynthetics and granular materials. Interest has increased in the use of marginal soils as backfill materials in mechanically stabilized earth (MSE) walls and embankments because of the cost-effectiveness of using the available cohesive soils. This strategy requires the evaluation of interaction parameters between geosynthetics and marginal soils. For this purpose, a series of laboratory and field pullout tests was carried out with different types of geosynthetic reinforcements in marginal silty clay soil of medium plasticity. Four types of geogrids and three types of geotextiles were used in this study. Laboratory and field pullout tests were compared. The coefficient of interaction ( Ci) between geosynthetics and cohesive backfill, the variation of pullout design parameters ( F*, α) with overburden depth, and the shear stress distribution along the reinforcement specimen also were evaluated.

The objective of this paper is to assess the potential use of the geogauge and the light falling weight deflectometer (LFWD) as quality control/quality assurance ( QC ∕ QA ) devices for testing subgrades, base courses, and compacted soil layers. A comprehensive laboratory experimental program was conducted on compacted layers of silty clay, clayey silt, cement-treated clay, sand, gravel, recycled asphalt pavement, and limestone aggregates. The geogauge, LFWD, static plate load test (PLT), and the dynamic cone penetration (DCP) measurements were acquired for the constructed layers. The geogauge elastic modulus and the LFWD dynamic modulus were correlated with the PLT initial and reloading elastic moduli and with the DCP penetration rates. The results of this study show that the geogauge and the LFWD can be used to calculate the elastic modulus/stiffness characteristics of compacted layers. Whereas the geogauge and the LFWD determined the initial modulus of the cement-treated clay, they did not yield accura...

We investigated whether pretransplantation immunosuppression with canine-specific rabbit antithymocyte globulin (ATG), combined with a suboptimal dose of 1 Gy of total body irradiation (TBI), would permit engraftment of canine dog leukocyte antigen-identical marrow. Cumulative ATG doses of 2 to 5 mg/kg produced a T-cell depletion of 1 log in the peripheral blood and 50% in the lymph nodes. Serum levels of ATG peaked on days 4 to 6 after initiation of therapy and became undetectable by day 13 as a result of canine antibody responses to ATG. ATG prolonged allogeneic skin graft survival to 14 days (n = 5), compared with 8 days in control dogs (P = .0003). Five dogs were given marrow transplants after ATG (3.5–5 mg/kg) and 1 Gy of TBI. Posttransplantation immunosuppression consisted of mycophenolate mofetil and cyclosporine. All dogs showed initial engraftment, with maximum donor chimerism levels of 25%. However, only 1 dog achieved sustained engraftment, and 4 rejected their grafts. The duration of engraftment ranged from 8 to ≥36 weeks (median, 11 weeks), and this is comparable to that in 6 historical controls not given ATG (range, 3–12 weeks; median, 10 weeks; P = .20). The total nucleated cell doses in the marrow grafts had the highest correlation coefficient with the duration of engraftment: 0.82 (P = .09). We concluded that administering ATG before an otherwise suboptimal conditioning dose of 1 Gy of TBI failed to secure uniform stable hematopoietic engraftment.

The current piezocone penetration test (PCPT) interpretation methods were evaluated for their capability to estimate the vertical coefficient of consolidation (cv) of cohesive soils reasonably by using the piezocone dissipation tests. Seven PCPT methods were evaluated. Six sites in Louisiana were selected for this study. At each site, in situ PCPT tests were performed, and soundings of cone tip resistance, sleeve friction, and pore pressures at different locations were recorded. Piezocone dissipation tests also were conducted at different penetration depths. High-quality Shelby tube samples were collected close to the PCPT tests and were used to carry out a comprehensive laboratory testing program. The (cv) values predicted by the different interpretation methods were compared with the reference values determined from the oedometer laboratory tests. The results of this study showed that two methods can estimate cvbetter than the other prediction methods.

This paper evaluates the applicability of eight direct cone penetration test ~CPT! methods to predict the ultimate load capacity of square precast prestressed concrete ~PPC! driven friction piles. Analyses and evaluation were conducted on 35 driven friction piles of different sizes and lengths that were failed during pile load testing. The CPT methods, as well as the static a and b methods, were used to estimate the load carrying capacities of the investigated piles ( QP). The Butler-Hoy method was used to determine the measured load carrying capacities from pile load tests ( Qm). The pile capacities determined using the different methods were compared with the measured pile capacities obtained from the pile load tests. Four criteria were selected as bases of evaluation: the best fit line for Qp versus Qm , the arithmetic mean and standard deviation for the ratio Qp /Qm , the cumulative probability for Qp /Qm , and the histogram and log normal distribution for Qp /Qm . Results of the analyses showed that the best performing CPT methods are the LCPC method by Bustamante and Gianeselli as well as the De Ruiter and Beringen method. These methods were ranked number one according to the mentioned criteria.

This paper presents a numerical model for the simulation of the piezocone penetration test that is used to carry out a parametric study of the piezocone penetration test in cohesive soils. The piez...

Hypertrophic scarring occurs after deep dermal wounds. Our understanding of the etiology is poor; one reason is the lack of an animal model. In 1972, Silverstein described scarring in the Duroc pig but the model was never confirmed nor disproved. Another reason, as we previously suggested, is that hypertrophic scarring only occurs within regions of human skin that contain cones and the cones have not been studied in relation to hypertrophic scarring. We, therefore (i) explored healing in the female, red Duroc model for similarities to human hypertrophic scarring, studying wound thickness, appearance, healing status at 3 weeks, histology, and immunocytochemical localization of decorin, versican, TGFbeta1 and IGF-1; and (ii) examined Duroc skin for cones. We found that healing after deep wounds in Duroc pigs is similar, but not identical, to human hypertrophic scarring. We also found that Duroc skin contains cones. Healing in the female, red Duroc pig is sufficiently similar to human hypertrophic scarring to warrant further study so that it can be accepted or rejected as a model of human hypertrophic scarring. In addition, the relationship of the cones to hypertrophic scarring needs further detail and can be studied in this model.

To characterize recombinant human macrophage-colony stimulating factor (rhM-CSF)-associated thrombocytopenia (TCP), in vivo studies were performed in dogs, including the biodistributions and recoveries of radiolabelled autologous and allogeneic platelets. rhM-CSF induced a reversible, dose-dependent decrease in platelet counts. The number of megakaryocytes in spleen and marrow of rhM-CSF-treated dogs was increased two to threefold. Recoveries of allogeneic platelets transfused from rhM-CSF-treated donors into tolerized recipients (n = 3) were not significantly different from allogeneic baseline studies (93 +/- 10% of baseline values at 24 h and 90 +/- 1% at 40 h), whereas autologous platelets infused back into rhM-CSF-treated donors had decreased recoveries (45 +/- 2% of baseline values at 24 h, P = 0.03 and 20 +/- 4% at 40 h, P = 0.001). Platelet biodistribution studies showed increased accumulation of radiolabelled platelets over the spleens and livers of rhM-CSF-treated dogs. Histochemistry showed increased levels of platelet-specific antigen (CD41; glycoprotein IIb) associated with Kupffer cells. The sensitivity of platelets from rhM-CSF-treated dogs to activation from thrombin, as measured by expression of P-selectin (CD62P), was not significantly different when compared with baseline studies (P = 0.18; n = 4). These results support the concept that rhM-CSF induces an activation of the monocyte-macrophage system (MMS), which causes a reversible TCP in a dog model.

Donor cytotoxic T lymphocytes (CTL) specific for minor histocompatibility antigens (mHA) mediate the graft-versus-host effect whereas host mHA-specific CTL mediate graft rejection in the setting of major histocompatibility complex identical allogeneic hematopoietic stem cell transplantation. Development of a large animal model from which mHA-specific CTL can be isolated would accelerate translation in clinical studies to improve control of the graft-versus-host effect as well as prevention of graft rejection in sensitized hosts. The aims of the current study were to isolate mHA-specific CTL from dog leukocyte antigen-identical littermate nonsensitized recipients before transplantation, from stable mixed hematopoietic chimeras, and from dogs sensitized to mHA after graft rejection. Donor dendritic cells (DCs) were cultured from bone marrow-derived CD34+ cells and were used to stimulate recipient T lymphocytes on days 1, 10, and 20 of CTL culture. We reliably generated and expanded mHA-specific CTL ex vivo from sensitized dogs that were given a donor-specific blood transfusion to boost immune recall after graft rejection after a nonmyeloablative transplantation. The mHA-specific cytotoxicity measured by 51Cr release assay was enriched from less than 5% in the starting population of sensitized peripheral blood mononuclear cells to a median of 63% after 4 weeks in CTL culture. The expanded mHA-specific CTLs were not tissue-specific: hematopoietic cells, fibroblast, and stromal cell lines were lysed in an mHA-specific manner. Allogeneic DCs, but not peripheral blood mononuclear cells, were necessary for stimulating ex vivo expansion of mHA-specific CTL. We were unable to generate mHA-specific CTL from nonsensitized dogs before transplantation, from previously sensitized dogs but without recent recall immunization, or from stable mixed hematopoietic chimeras. We conclude that after recent in vivo sensitization, large-scale ex vivo expansion of mHA-specific CTL was feasible using allogeneic DCs. © 2003 American Society for Blood and Marrow Transplantation Biology of Blood and Marrow Transplantation 9:234-242 (2003)

Utilization of existing recyclable materials has always been key to more efficient and economical highway construction. Use of the foamed-asphalt (FA) technique to stabilize recycled asphalt pavement (RAP) is one strategy for an efficient use of salvaged construction materials. The main objective of this study is to investigate the potential use of FA-treated RAP as a base course material in lieu of a crushed-limestone base beneath a concrete pavement layer. Test sections were constructed at US-190 near Baton Rouge, Louisiana, and used for field evaluation of the FA RAP base. The laboratory mixture design of the FA RAP, the construction of the experimental base section, and the field evaluation of the stiffness of the FA RAP base layers using different in situ testing devices are presented. Preliminary results of both laboratory and field tests showed that the FA-treated RAP mixtures are very promising and can be used as an alternative to the traditional limestone base beneath a concrete pavement layer.

Background. Recent progress in allogeneic hematopoietic stem cell transplantation provides new methods for reliable engraftment with nonlethal conditioning regimens. These techniques have been successfully applied in the treatment of both malignant and nonmalignant diseases, but have not been fully exploited for their potential to tolerize recipients for organ transplantation. These studies were undertaken to test whether the tolerance of host immune cells toward donor hematopoietic cells in mixed hematopoietic chimeras extends to include a vascularized organ, the kidney. Methods. Using nonmyeloablative doses of total body irradiation, a short course of immunosuppression, and hematopoietic stem cells from marrow or peripheral blood sources, five dog lymphocyte antigen-identical canines were made to become stable mixed hematopoietic chimeras with no development of graft-versus-host disease or posttransplant lymphoproliferative disorder. Subsequently, renal transplantations were performed between stem cell donor and recipient littermates, and no additional immunosuppressive therapy was given after stem cell transplantation. Results. All mixed chimeric dogs demonstrate different, but stable, levels of donor peripheral blood lymphocyte and granulocyte chimerism. With follow-up of longer than 1 year, all of the mixed chimeric dogs (five/five) have excellent renal function with normal serum creatinines (

This paper presents the field experimental results of static load tests (SLTs) and dynamic load tests (DLTs) that were conducted on instrumented prestressed concrete (PSC) test piles to characterize the pile setup phenomenon for individual soil layers along the piles' length. For this purpose, three PSC piles were driven at a bridge construction site in Lake Charles, LA, that were tested at different times after installation. The piles were instrumented with sister bar strain gauges to measure the load transfer along the piles' length, and pressure cells and piezometers to measure the total stress, effective stress and excess pore water pressure (PWP) with time and hence the setup for different soil layers along the piles' length. Multilevel piezometers were installed in the surrounding soil to evaluate the spatial distribution of excess PWP and to measure the influenced zone caused by pile driving. The load tests showed that the side resistance increased by 129 %, 99 %, and 91 % for the three test piles during the last load test. The case pile wave analysis program (CAPWAP) analysis of the DLTs and the load distribution plots from SLTs were used to compute the resistance of individual soil layers along the piles with time. The results showed that the soil layers with low undrained shear strength and high value of generated excess PWP exhibited higher amount of setup; while soil layers with low permeability and low coefficient of consolidation exhibited higher rate of setup compared to other soil layers. The results also showed that setup increased at a higher rate before the dissipation of excess PWP and the rate became much slower after the end of dissipation process. The dissipation of excess PWP (or consolidation data) was used to quantify the setup by its contributing factors (i.e., consolidation and aging effect). The results showed that a majority of setups was because of the consolidation effect. The results of multilevel piezometers indicated that the influenced zone because of pile driving was almost 3B (B = pile width) radial distance from pile face.

A two-dimensional computational model is developed here in order to simulate the continuous advance of the Earth Pressure Balance (EPB) Shield during the tunneling process in cohesive soils. The model is based on the combination of the plane strain “transverse–longitudinal” sections that can incorporate the three-dimensional deformation of the soil around and ahead of the shield face. This model is capable of prediciting the soil response due to the shield tunneling before the event, especially in soft ground conditions. An elasto-plastic finite element analysis that is based on the coupled theory of mixtures for inelastic porous media for finite deformation is used in this work to describe the time-dependent deformation of the saturated cohesive soils. The results of this model are compared with the in situ field measurements of the N-2 tunnel project excavated in 1981 in San Francisco using the EPB shield tunneling machine. Reasonable agreement is found between the observed field measurements and the predicted deformations of the soil using the proposed numerical simulation. Copyright © 1999 John Wiley & Sons, Ltd.

An analytical model to simulate the penetration of the piezocone penetrometer in cohesive soils is presented here. The elasto-plastic coupled field equations of the saturated cohesive soils (given by Voyiadjis and Abu-Farsakh) is used in this analysis. The numerical simulation of the piezocone penetration is implemented into a finite element program. The analytical model is used to analyze the miniature piezocone penetration tests (PCPT) conducted at LSU calibration chambers. Simulation of the piezocone penetration is done for two cases. In the first case, the soil–penetrometer interface friction is neglected, while in the second case, the soil–penetrometer interface friction is taken into consideration. The constraint approach is used to model the soil–piezocone interface friction in which the Mohr–Coulomb frictional model is used to define the sliding potential. Analysis is done for three different soil specimens with different stress histories. The results of the numerical simulations are compared with the experimental measurements of the miniature piezocone penetration tests (PCPT) in cohesive soil specimens conducted in LSU calibration chambers. The resulting excess pore pressure distribution and its dissipation using the numerical model are compared with some available prediction methods. © 1998 John Wiley & Sons, Ltd.

In this work, elasto-plastic coupled equations are formulated in order to describe the time-dependent deformation of saturated cohesive soils (two-phase state). Formulation of these equations is based on the principle of virtual work and the theory of mixtures for inelastic porous media. The theory of mixtures for a linear elastic porous skeleton was first developed by Biot (Theory of elasticity and consolidation for a porous anisotropic solid, Journal of Applied Physics, 1955, 26, 188–185). An extension of Biot's theory into a nonlinear inelastic media was performed by Prevost (Mechanics of continuous porous media, International Journal of Engineering Science, 1980, 18, 787–800). The saturated soil is considered as a mixture of two deformable media, the solid grains and the water. Each medium is regarded as a continuum and follows its own motion. The flow of pore-water through the voids is assumed to follow Darcy's law. The coupled equations are developed for large deformations with finite strains in an updated Lagrangian reference frame. The coupled behavior of the two-phase materials (soil-water state) is implemented in a finite element program. A modified Cam-clay model is adopted and implemented in the finite element program in order to describe the plastic behavior of clayey soils. Penetration of a piezocone penetrometer in soil is numerically simulated and implemented into a finite element program. The piezocone penetrometer is assumed to be infinitely stiff. The continuous penetration of the cone is simulated by applying an incremental vertical movement of the cone tip boundary. Results of the finite element numerical simulation are compared with experimental measurements conducted at Louisiana State University using the calibration chamber. The numerical simulation is carried out for two cases. In the first case, the interface friction between the soil and the piezocone penetrometer is neglected. In the second case, interface friction is assumed between the soil and the piezocone. The results of the numerical simulations are compared with experimental laboratory measurements.

This paper examined the setup behavior of two 0.61-m (24 in.) test piles (with 44.2-m and 51.8-m lengths) that were installed within 3.05-m (10-ft) center-to-center or 5D (D = Pile Diameter) spacing. The piles were instrumented with strain gauges to measure the load transfer and setup per individual soil layers. The 44.2-m pile was installed 2 h after the 51.8-m pile. Several dynamic load tests (DLT) and one static load test (SLT) were conducted on the test piles to measure the increase in piles resistances with time. The effect of pile installation sequence on setup behavior was also investigated. The test results showed that both test piles exhibited significant increase in pile resistances or setup with time. However, the initial side resistance for the 44.2-m pile (installed 2 h later) was about half the side resistance for the 51.8-m pile; and the rate of side resistance increase with time for the 44.2-m pile was much higher than the 51.8-m pile. This behavior can be attributed to the sequence of pile driving in clayey soils. The driving of the 51.8-m pile caused the development of excess pore water pressure in the surrounding soils that affected the initial pile resistance and the setup rate of the 44.2-m pile. The CAPWAP analysis of DLT and the load distribution plots from SLTs were used to compute the resistance of individual soil layers along the piles’ length with time, which showed that clayey soil layers exhibited higher amount of setup compared to sandy-silty soil layers. The results of this study showed that the time, to, to when the setup curves become log linear with respect to time can be as early as 2 h after end of driving. The results of the testing program also indicated that the setup rate parameter “A” is independent of the depth.

Camelid single domain antibodies fused to noncamelid Fc regions, also called chimeric heavy chain antibodies (cHCAb), offer great potential as therapeutic and diagnostic candidates due to their relatively small size (80 kDa) and intact Fc. In this chapter, we describe two approaches, limiting dilution and minipools, for generating nonamplified Chinese hamster ovary cell lines stably expressing cHCAb in suspension and serum-free cultures using a stringent antibiotic selection. Neither of the protocols necessitates the acquisition or implementation of expensive automated infrastructures and thus could be applied in any lab with minimal cell culture setup. The given protocol allows the isolation of stable clones capable of generating up to 100 mg/L of antibody in batch mode performed in shaker flasks. © 2012 Springer Science+Business Media, LLC.

The purpose of this paper is to evaluate the capability of existing interpretation methods and develop new methods to reasonably predict the overconsolidation ratio (OCR) of clayey soils utilizing the piezocone penetration test (PCPT) data. These existing methods include the Schmertmann method, Kulhawy and Mayne method, and the Chen and Mayne methods using pore pressure measurements either at the cone tip (u1) or at the cone base (u2). Seven sites in Louisiana were used for this study. At each site, in-situ PCPT tests were performed and soundings of cone tip resistance, qc, sleeve friction, fs, and pore pressures at different locations (u1 and u2) were recorded. High quality Shelby tube samples were collected close to the PCPT tests and used to conduct laboratory oedometer consolidation tests to evaluate the reference OCR values. The predicted OCR values from different methods were compared with the laboratory OCR values. The results showed that all the investigated PCPT methods overpredict the laboratory calculated OCR. The collected data were further used to develop two new PCPT methods that can estimate the OCR reasonably.

Durable immune tolerance supporting vascularized allotransplantation offers the possibility of extending graft survival and avoiding harmful complications of chronic immunosuppression. Immune tolerance to renal allografts was induced in a preclinical canine model through engraftment of donor hematopoietic cells using a combination of low-dose total body irradiation and a short course of immunosuppression. Subsequently, donor renal allografts were transplanted accompanied by bilateral native nephrectomies. With 5-year follow up, we found normal renal function in all recipients and no histological evidence of acute or chronic rejection. This tolerance does not extend universally to donor skin grafts, however, with two of four animals rejecting delayed donor skin grafts. Hematopoietic chimerism produces durable and robust immune tolerance to kidney allografts, although incomplete tolerance to donor skin grafting.

Intussusception is a common complication after canine hematopoietic cell transplantation (HCT). The present study was undertaken to evaluate predisposing factors of intussusception and to test whether intussusception can be managed surgically during the period immediately after HCT. We determined the incidence of intussusception after HCT was performed in 325 canine recipients (autologous, n = 43; allogeneic, n = 282) during the interval from January 2002 to May 2005. Intussusception was diagnosed in 16 of 325 dogs (4.9%). Intussusception was not significantly associated with the dose of irradiation, source of hematopoietic graft, use of immunosuppressive agents, gender, or age at transplant. A group of 9 of the affected dogs underwent small-bowel resection after diagnosis, and 7 were managed without surgical intervention. Despite complicating factors such as gastrointestinal toxicity and low neutrophil and platelet counts induced by the marrow conditioning regimen and the use of immunosuppressive agents, successful surgical management of intussusception was achieved in 6 of 9 dogs, as compared with successful management of 0 of 7 without surgery. Intussusception did not recur after surgical intervention in any dog. Recent HCT and post-transplant immunosuppressive therapy are not absolute contraindications to surgical intervention for intussusception in canine recipients of HCT.

Background. Donor-specific tolerance (DST) is induced after allogeneic hematopoietic cell transplantation (HCT) and is a potential strategy for prolonging survival of solid organ grafts. DST may persist in recipients with transient mixed hematopoietic chimerism (MC) when solid organ transplantation and HCT are done concomitantly. Methods. In a canine model of allogeneic HCT after nonmyeloablative conditioning, DST to skin grafts was evaluated in dog leukocyte antigen (DLA)-identical recipients with stable MC (n=11), or after rejection of the hematopoietic cell (HC) graft (n=19). Results. There was significant improvement in the survival of DLA-identical HC donor-derived skin grafts in recipients with MC compared to normal recipients (n=7; P

This paper presents an evaluation of eight cone penetration test (CPT) methods and the static method to determine the load and resistance factor design (LRFD) input parameters for single driven piles. Evaluation of these methods was conducted based on load test database of thirty-four square precast prestressed concrete (PPC) driven friction piles tested to failure. Resistance factors for the investigated CPT methods and the static method were determined using reliability-based analysis. Other design input parameters were determined based on the AASHTO LRFD design specifications for bridge substructure. Based on the results of the analysis, the Penpile method showed the highest values of resistance factors while Tumay and Fakhroo and Schmertmann methods showed the lowest values of resistance factors.