El objetivo de esta investigación fue examinar la relación entre los factores críticos de éxito del perfil de implementación del proyecto (PIP) con los criterios para medir el éxito del proyecto, y el grado en que varían las relaciones al ser moderadas por la experiencia, la certificación en gestión de proyectos, y el estilo de liderazgo transformacional del director de proyecto. El estudio fue no experimental, de naturaleza cuantitativa, y realizado en Perú y Ecuador para el sector de tecnologías de información (TI). Los datos fueron obtenidos por encuestas y modelados utilizando ecuaciones estructurales. Los resultados muestran que los factores críticos que explicaron el éxito fueron la aceptación del cliente, el equipo del proyecto, y la resolución de problemas. La experiencia del director de proyecto no es significativa y la certificación no incide en el éxito. Se concluye que durante el desarrollo de un proyecto es necesario combinar varios estilos de liderazgo. / The aim of this study was to examine the relationships between the critical success factors of the project implementation profile (PIP) with project success criteria and with the degree to which relationships vary when moderated by experience, management’s project approval, and the transformational leadership style of the project’s manager. This study was non-experimental, quantitative in nature, and was conducted in Peru and Ecuador in the information technology (IT) sector. Data were gathered through surveys and were modeled by using structural equations. The results showed that the critical factors that explained success were customer acceptance, project team, and problem solving. Project manager experience was not significant and certification had no relevance. It is concluded that during project development it is necessary to combine various leadership styles. Keywords: project success; critical; factors; criteria; transformational leadership style; certificatio

A Rubber Balloon Soil Densitometer is one of the essential apparatuses in Geotechnical Engineering to measure the in-place volume of compacted soil to calculate the soil density. In 2019, some renowned institutions and organizations, Vattenfall, Luleå University of Technology, Uppsala University, Lund University, and HydroResearch AB, were involved in a research project. As a part of that research project, a small earth-rockfill dam was built in Älvkarleby, Vattenfall. During the construction of the experimental dam, to test the sufficiency of the degree of compaction in the core layers, the Rubber Balloon Soil Densitometer of the German company called Headquarters of Magdeburger Prüfgerätebau GmbH, in short HMP, was used. However, it was suspected that some of the HMP densitometer test results showed measured volumes of the excavated holes lower than the expectation. Hence, it aroused the necessity to check the correctness of the balloon test apparatus and its test procedure. This thesis topic aims to fulfill that necessity. The objective of this research is to determine whether the volumetric measurements achieved by this apparatus are accurate. If the volumes measured by this apparatus are inaccurate, it is crucial to find the reasons behind the inaccuracy. It is also essential to determine the inaccuracy causes and pursue the solution to obtain precision in volumetric measurement. This thesis topic is vital for engineers and researchers of civil engineering and other departments because concluding the research would help collect better soil density data using an HMP Rubber Balloon Soil Densitometer and other similar densitometers. All the laboratory works of this thesis were conducted at the Soil Laboratory of Luleå University of Technology. At the beginning of the laboratory work, a pit was excavated in a compacted mixed fine-grained silty sand type of soil inside a bucket to conduct a densitometer test. The actual volume of this pit was determined using the water replacement method. The HMP densitometer measured a volume of this pit smaller than its actual volume. Then, the apparatus itself was tested to evaluate its function. It was found that the plexiglass cylinder has different inner circular cross-sectional areas at different heights, which do not match the inner circular cross-sectional area mentioned in the HMP sticker on the plexiglass. As time passes, slight deformation of a plexiglass cylinder is normal and can happen because of temperature, applied pressure, and repetitive usage. The precision in percentage from the actual volume of a pit indicates the stuck air between the pit surface and the rubber balloon during a densitometer test. For engineering purposes, a precision in percentage smaller than one percent can be considered reasonable. The results showed that the actual volume of a pit should be at least around one liter to achieve precision in percentage from the actual volume of the pit smaller than about one percent. Additionally, pits with larger actual volumes have smaller precision in percentages from the actual volumes of the pits. The imperfection of the plexiglass cylinder has a lesser influence on larger pits during a densitometer test. Compacted coarse-grained soil can absorb the stuck air during a densitometer test because of having a sufficient quantity of pores. However, compacted fine-grained soil is so airtight that the soil can not absorb the stuck air. Transparent bowls and non-transparent bowls and a bucket were considered artificial pits of different sizes and shapes in compacted fine-grained soil, and densitometer tests were conducted with them. The results showed that the extended Ucsan bowl had the appropriate shape and size among these artificial pits. Because the average percentage of stuck air inside it was the smallest. However, the topmost diameter of an artificial pit or a real pit should be the same as the inner diameter of the metal ring of the HMP apparatus. Putting two stripes of industrial cleaning cloth perpendicularly inside an artificial or a real pit during a densitometer test was considered a solution to the stuck air problem. After applying this solution for the densitometer tests with all the artificial pits, the results showed that a real pit's appropriate shape and size with this solution should be similar to the extended Ucsan bowl. This was proved at the end of the laboratory work when a pit was excavated through the metal ring of the apparatus in a compacted mixed fine-grained silty sand type of soil inside a bucket to conduct densitometer tests. This pit was given a shape and size similar to the extended Ucsan bowl during excavation. This time, two industrial cleaning cloth stripes were placed perpendicularly inside the pit before the tests. The results showed that almost all the stuck air could be dissipated during a densitometer test by placing two stripes of industrial cleaning cloth perpendicularly inside a pit with a shape and size similar to the Ucsan bowl. During laboratory work, the HMP apparatus continuously measured volumes smaller than the actual volumes in all the densitometer tests.

A laboratory test program was undertaken to evaluate a series of engineering properties over a range of soil types; amendment types and addition rates; and moisture contents to enhance understanding of the engineering significance of polymer amendment. Four soils were manufactured and tested with varying ranges of fines and plasticity. A proprietary elastic copolymer was tested at addition rates of 0.5% to 2.5% (dry weight basis). Cement was tested at addition rates of 1% to 4%. Lime was tested at an 8% addition rate. Water addition rates ranged from 4% dry of optimum to 4% wet of optimum. Engineering properties determined throughout the test program included dry unit weight / moisture content relationships through compaction tests; shear strength through unconfined compression strength tests and direct shear tests; durability through freeze-thaw and wet-dry durability tests; and stiffness through resilient modulus tests and through interpretation of the unconfined compression and direct shear test results. The addition of polymer altered the optimum moisture content of the soils. Change in optimum moisture content ranged from 0.51 to 1.27 times the control water demand. The dry unit weight of polymer amended specimens ranged from 0.97 to 1.01 times their respective control dry unit weight. The peak strength of polymer amended specimens ranged from 1.02 to 18.4 times the control strength. The peak wet-dry and freeze-thaw durability of polymer amended specimens ranged from 6.8 to 10.8 times the control durability. The addition of polymer increased the peak initial stiffness of specimens to approximately 3 times the control stiffness. However, the stiffness was reduced to 0.68 times the control stiffness with dynamic repeated loading through the resilient modulus test. The polymer addition rate required to achieve peak engineering performance ranged from 0.5% to 2.5%, based on soil type. Polymer modified the engineering properties of soil through physical bonding. The amount of polymer required to modify the engineering properties was directly related to specific surface and soil particle coating thickness. It was determined that polymer amendment had an optimal addition rate that resulted in the greatest increase in engineering parameters. The addition rate was optimum when polymer was applied at rates high enough to sufficiently coat all soil particle surfaces, but at rates low enough that it did not cause additional particle separation. Overall, polymer amendment of soil improved or maintained all tested engineering parameters, except the resilient modulus, of all soils. Polymer amended soils displayed a reduced performance compared to cement amended soils, and an improved performance compared to lime amended soils.

Introduction (and purpose): At every construction project there is a lot of soil moved around and managed. Mass management is an important topic which affect every project. Mass balance is what is tried to achieve. If mass balance is achieved no masses is bought or transferred from the project. If a project has deficit mass, they need to buy soil from outside of the project and move it with trucks. These transports are usually quite long which means it gets cost inefficient. It also has a negative impact on the climate. If there is excess mass within the project soil needs to be removed with trucks. Municipality sees on contaminated soil in different ways depending on where in Sweden it is placed. This can also affect the length on transports of soil.The purpose of the report is to find a solution of how construction company can do mass management together to find mass balance from a bigger perspective instead of the specific project. Method: The study will be of a qualitative character and been executed with semi- structured interviews and literature search to answer the studies questions. The interviews have been implemented with land contractors in Jönköping. Results and analysis: The study shows that there is some lack in the regulation regarding secondary masses. All municipalities have their own regulation which means that there are different problems depending on where you are located. It takes a long process to reuse masses today which not is economically favorable. The study highlight deficiency that exists today and show suggestions for a more effective mass management. Study shows also that there is an interest for a collective platform where you can buy and sell secondary masses. In that way companies and municipalities can cooperate for a mutual mass management by buying and selling masses from each other. Discussion: Through interviews with contractors in the industry the questioning has been confirmed. The result is based on solution and suggestions which can promote a circular mass management. To answer the questions the study is based on different impression, opinions and aspects.

During the casting of a concrete bridge deck, the temporary formwork is causing the underlying ground to deform if a shallow foundation solution is used. There are often demands on the maximum deformation of the superstructure when designing the foundation for the formwork.  To keep the deformations within the desired limits, several ground improvement methods like deep mixing columns or deep foundation methods like piling can be used. Permanent ground improvement methods are however expensive, and far from always needed. To reduce the need for unnecessary ground improvements, it is crucial to calculate the predicted deformations accurately during the design phase. The purpose of this thesis was to investigate how short-term deformations in clay under a formwork during bridge construction should be calculated more generally in future projects. Three different calculation models have here been used to calculate the ground deformations caused by the temporary formwork. A simple analytical calculation and two numerical calculations based on the Mohr Coulomb and Hardening Soil-Small constitutive models. The three calculation models were chosen based on their complexity. The analytical calculation model was the most idealised and the Hardening Soil-Small to be the most complex and most realistic model. Results show that the numerical calculation model Mohr Coulomb and the analytical calculation model gives the best results compared to the measured deformation. One of the most probable reasons for the result is that both of the models require a few input parameters that can easily be determined by well-known methods, such as triaxial-, routine- and CRS-tests. The more advanced Hardening soil small model requires many parameters to fully describe the behaviour of soil. Many of the parameters are hard to determine or seldom measured. Due to the larger uncertainties in the parameter selection compared with the other two models, the calculated deformation also contains larger uncertainties. / Vid gjutning av betongbrodäck kommer den underliggande marken att deformeras av den temporära formställningen, som tar upp lasterna medan betongen härdar. Det finns oftast krav på hur stora markdeformationerna maximalt får vara. För att hålla deformationerna inom gränserna kan diverse markförstärkningsmetoder, så som kalkcementpelare eller pålar, användas. Permanenta markförstärkningar är oftast väldigt dyra och inte alltid nödvändiga. Ett alternativ till att använda dyra markförstärkningar skulle kunna vara att beräkna den förutspådda deformationen med stor exakthet i projekteringsstadiet. Syftet med det här arbetet var att undersöka hur korttidsstätningar i lera vid en bronybyggnation ska beräknas mer generellt i framtida projekt.  I detta arbete har tre beräkningsmodeller använts för att beräkna markdeformationerna från den temporära formställningen. En enklare analytisk modell samt två numeriska beräkningsmodeller som baseras på Mohr Coulomb och Hardening Soil Small teorierna. De tre beräkningsmodellerna valdes utifrån deras komplexitet. Den analytiska beräkningen ansågs vara den mest förenklade modellen medan Hardening Soil-Small var den mest komplexa och realistiska modellen.   Resultatet visar att trots sin enkelhet så ger den numeriska beräkningsmodellen Mohr Coulomb och den analytiska beräkningen bäst resultat jämfört med de uppmätta deformationerna. En möjlig anledning till det goda resultatet är att modellerna endast kräver ett fåtal ingångsparametrar som kan bestämmas med hjälp av välkända fält- och laboratoriemetoder så som triaxialförsök, rutinlaboratorieförsök och CRS-försök. Den mer komplexa modellen Hardening Soil Small kräver flera ingångsparametrar för att kunna modellera jordens beteende. Många av parametrarna är svåra att bestämma då mätdata oftast saknas. Osäkerheterna i valet av ingångsparametrar för den mer komplexa hardening soil small modellen är större än de två andra studerade modellerna, vilekt även ger upphov till större osäkerheter i dem beräknade deformationerna.

Jet grouting is a groundimprovement method that creates cemented columns in the soil. The soil isinjected with different pressurized fluids, through the monitor, to replace andcement the soil, often with water cement grout. There are three different commonsystems for ejecting the fluids, the single, double and triple fluid system.The process is performed from the ground surface by drilling to desired depthand then withdrawing the monitor while rotating and ejecting and thus creatinga column. There are many applications for this technique. However, this thesisfocus on using jet grouted columns in formation to seal sheet pile excavationsfrom water.

The effects of soil-foundation-structure (SFS) interaction and extreme loading on structural behaviors are important issues in structural dynamics. System identification is an important technique to characterize linear and nonlinear dynamic structures. The identification methods are usually classified into the parametric and non-parametric approaches based on how to model dynamic systems. The objective of this study is to characterize the dynamic behaviors of two realistic civil engineering structures in SFS configuration and subjected to impact loading by comparing different parametric and non-parametric identification results. First, SFS building models were studied to investigate the effects of the foundation types on the structural behaviors under seismic excitation. Three foundation types were tested including the fixed, pile and box foundations on a hydraulic shake table, and the dynamic responses of the SFS systems were measured with the instrumented sensing devices. Parametric modal analysis methods, including NExT-ERA, DSSI, and SSI, were studied as linear identification methods whose governing equations were modeled based on linear equations of motion. NExT-ERA, DSSI, and SSI were used to analyze earthquake-induced damage effects on the global behavior of the superstructures for different foundation types. MRFM was also studied to characterize the nonlinear behavior of the superstructure during the seismic events. MRFM is a nonlinear non-parametric identification method which has advantages to characterized local nonlinear behaviors using the interstory stiffness and damping phase diagrams. The major findings from the SFS study are: *The investigated modal analysis methods identified the linearized version of the model behavior. The change of global structural behavior induced by the seismic damage could be quantified through the modal parameter identification. The foundation types also affected the identification results due to different SFS interactions. The identification accuracy was reduced as the nonlinear effects due to damage increased. *MRFM could characterize the nonlinear behavior of the interstory restoring forces. The localized damage could be quantified by measuring dissipated energy of each floor. The most severe damage in the superstructure was observed with the fixed foundation. Second, the responses of a full-scale suspension bridge in a ship-bridge collision accident were analyzed to characterize the dynamic properties of the bridge. Three parametric and non-parametric identification methods, NExT-ERA, PCA and ICA were used to process the bridge response data to evaluate the performance of mode decomposition of these methods for traffic, no-traffic, and collision loading conditions. The PCA and ICA identification results were compared with those of NExT-ERA method for different excitation, response types, system damping and sensor spatial resolution. The major findings from the ship-bridge collision study include: *PCA was able to characterize the mode shapes and modal coordinates for velocity and displacement responses. The results using the acceleration were less accurate. The inter-channel correlation and sensor spatial resolution had significant effects on the mode decomposition accuracy. *ICA showed the lowest performance in this mode decomposition study. It was observed that the excitation type and system characteristics significantly affected the ICA accuracy.

Water scarcity has been identified as a global issue. Both water harvesting and an efficient water piping system are some of the important factors to meet the water demand. In this study, high-density polyethylene (HDPE) pipes used as an underground storage was evaluated and a Microsoft EXCEL based model was developed, called PIPE-R Model. To study the structural integrity of the pipes, laboratory and field testing were conducted. For the water harvesting, UCF Stormwater Management Academy designed an EXCEL based model to simulate the system's performance to store and redistribute water for an average year. The purpose of PIPE-R Model was to provide average yearly values such as groundwater recharge, hydrologic efficiency and make up water needed in order to guide the user in the design process. The PIPE-R Model consisted on evaluating specific pipe systems based on properties selected by the user. Input variables such as system dimensions, soil type and reuse water demand provided flexibility to the user while evaluating the system. Results of the study showed that the PIPE-R Model might be an effective tool while designing these pipe systems. A detailed example was shown to help visualize the process required to use the model. The PIPE-R model allowed the user a wide range of possibilities and obtain important performance data that will hopefully optimize the cost for its construction. For the evaluation of the structural integrity of the pipe system, laboratory testing was conducted in accordance with ASTM D2412 ? 11 "Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading". This method helps evaluate the structural performance based on the pipe stiffness (PS) against the standard values stated by AASHTO M252. The test procedure consisted on establishing load-deflection relationship of a single pipe under parallel plate loading. However, this research project involved the analysis of bundled pipes of different sizes and levels. Thus, modifications were added to the formula in order to evaluate multiple pipes by accounting the number of pipes in contact with the loading plate. Laboratory results demonstrated that the pipes exceeded the minimum requirements stated by AASHTO M252 and that strength is decreased as the number of levels increases. In addition, field testing was conducted to study the behavior of bundle systems under the effects of dead and live loads. Three different cover configuration were studied ranging from 18 inches to 43 inches of depth. Draw-wire sensors, a type of displacement sensors, were placed inside buried housing structures to monitor deformation values experienced by the pipe bundles during the test. Average deformations founds for the cover depths of 43 in, 30 in and 18 in were 0.07 in, 0.32 in and 0.64 in, respectively. Based on these results, the field testing revealed that a minimum of 30 inches of cover is seemed to be appropriate if live loads are applicable.

Assessment of post-liquefaction residual strength is needed for the development of empirically-based, predictive correlations for earthquake engineering design. Previous practice commonly assigned negligible strengths to liquefied materials for engineering analysis, producing overly-conservative designs. Increasingly available case history data, and improved analytical tools have allowed for more accurate and less overly-conservative estimation of soil residual strength, improving empirical predictive models. This study provides a new case history to the limited suite of (approximately 30) liquefaction failure case histories available for post-liquefaction in-situ strength predictive correlations. This case history documents the Las Palmas gold mine tailings dam failure, resulting from seismic-induced liquefaction during the moment magnitude 8.8 February 27, 2010 Maule, Chile earthquake; the sixth largest since 1900. Forensic analysis provides reasonably well-constrained values of 1) back-calculated representative post-liquefaction residual strength, 2) representative penetration resistance, and 3) representative vertical effective stress along the suspected liquefied failure surface. This study employs the incremental momentum method to incorporate momentum effects of a moving soil mass. The incremental momentum method requires a series of cross sections animating the geometry of failure progression from initiation to termination, converging on the observed final geometry. Using interpreted soil strength characteristics, an iterative procedure approximates the back-calculated value of post-liquefaction residual strength. Findings of this case history plot well with existing empirical deterministic regression charts and are in general agreement with previous, related efforts. Results yield representative, well-constrained values of: 1) post-liquefaction residual strength ≈ 173 psf, 2) penetration resistance of N1,60,CS ≈ 5 and N1,60 ≈ 2.5, and 3) vertical effective stress ≈ 4,300 lb/ft2, or ≈ 2.0 atm.

The presence of active fault traces in proximity to any new infrastructure project is a major concern for the design process. The relative displacements that can be experienced in surface fault rupture during a seismic event must be either entirely avoided or mitigated in some way. Blind faults present a significant challenge to engineers attempting to identify these hazards. Current standards of practice employed to locate these features are time consuming and costly. This work investigates the geophysical methods of refraction microtremor (ReMi) and seismic refraction with regard to their applicability in this task. By imaging a distinct lateral variation in the shear wave velocity (Vs) profile across a short horizontal distance, these methods may provide a means of constraining traditional investigation techniques to a more focused area. The ReMi method is still very new, but holds key advantages over other geophysical methods in its ease of application and ability to achieve good results in highly urban settings. It is one of the few geophysical techniques that does not suffer in the presence of high amplitude ambient vibrations. The seismic refraction method is here applied in an attempt to corroborate data obtained through the ReMi analysis procedure. Sensitivity, precision parametric studies are carried out in order to learn how to best apply the ReMi method. Both tests are then applied at a previously trenched fault trace to determine whether the data can be matched to the subsurface information. Finally, the methods are deployed at a location with an inferred fault trace where little to nothing is known about the subsurface. The precision study indicates a coefficient of variation for the ReMi method on the order of 7%. At the known fault trace both methods generally agree qualitatively with available subsurface data and each other. Using the ReMi method, a marked shift is observed in the Vs profile laterally across the fault trace. In the case of the inferred fault trace, the same type of lateral variation in the V­­s profile is observed using the ReMi method. The seismic refraction at this site does not agree with the ReMi data, but seems reasonable given the visible geomorphology. Receiver arrays placed in close proximity to the inferred fault trace recorded erratic signals during seismic refraction testing, and displayed abnormal response modes after transforming the ReMi data to frequency-slowness space. These anomalies may possibly be attributed to the presence of abnormal subsurface structural geometry indicative of faulting.