Deformation of bridges that are induced by thermal loads can be accommodated by expansion joints and bearings. Integral Abutment Bridges have gained acceptance as a way to mitigate potential damage from thermal movements, eliminating the poor performance and maintenance costs associated with expansion joints and bearings. However, integral abutments significantly change the structural response of the bridges. Several researches including real time field monitoring and finite element analyses have been conducted on straight and skewed integral abutment bridges in order to improve an understanding on field performance of them. Some state transportation agencies have also developed guidelines for the design of straight and skewed integral abutment bridges in recent years. In contrast, very little information is available on the performance of curved integral abutment bridges. A detailed finite element model of Stockbridge Bridge, VT is used to evaluate the behavior of curved integral abutment bridges under self-weight and thermal loading. In addition, a parametric study is carried out to investigate the effects of bridge curvature and abutment backfill soil type. Finally, six additional finite element models are created to compare the responses of jointed (conventional) bridges and integral abutment bridges. Results reported include abutment displacements, rotations, moments in abutment piles, earth pressures and bridge superstructure moments. Suggestions for improvement of analytical modeling and recommendations for design of curved integral abutment bridges are made.

Sulfide soils are silty soils, often found in saturated conditions, under the groundwater level. Characteristics of these soils, including particle size distribution and consistency limits along with chemical composition and environmental properties, cause excavation to be necessary for construction purposes. The excavated sulfide soil usually is transported and deposited in landfills. These soils are either deposited in saturated conditions or chemical buffers are added to the soil to prevent acidification. Special conditions of these landfills complicate the disposal procedure and the landfill maintenance which makes those financially expensive. Reusing sulfide soil in construction is a solution to reduce the expenses related to the management of sulfide soils. Since the mechanical properties of these soils are not suitable for construction purposes, the first step is to improve soil characteristics to the level that fulfills the needs of construction applications. One solution to improve the mechanical properties of the soil is adding a binder to the soil. The main focus of the research was to improve the mechanical properties of soil. The research activities were divided into two parts. The first part was conducted in a laboratory environment to develop mixtures, while the second focused on transferring the results to field conditions. The laboratory tests included mixing soil and binder i.e., cement was added to the soil at different percentages to evaluate the soil improvement. An unconfined compressive strength (UCS) test was conducted on the stabilized sample to evaluate the efficiency of the stabilization. The resultsof UCS for the stabilized samples were compared. Since the soil contains a high amount of water, the traditional sample preparation was not suitable. Therefore, an alternative method was developed and evaluated. Moreover, the effect of curing time on the strength and consistency limit of stabilized samples was evaluated. At last, the effect of different variables, including porosity, binder content and initial water content, on the UCS of soil was investigated to identify potential correlation between UCS and different soil variables. The results of the tests showed that adding a binder, regardless of the type of sulfide soil, positively affects the UCS of prepared samples and increasing the curing time increased the UCS of the samples. At higher cement content, the effect of curing time was more significant. Also, it was shown that at higher water content, the effect of binder is lower in comparison with the same soil at lower water content. By lowering the water content, the strength of stabilized soil reaches a maximum and drying further the soil, below the optimum water content, led to strength reduction. A correlation between UCS of sample and porosity/binder ratio was employed to predict the strength behavior of stabilized soil based on variables such as porosity, initial water content and binder dosage. In order to evaluate if laboratory results can be applied to geotechnical applications, the second part of this research included a field mixing experiment for a large-scale mixture of soil and cement. The effect of the mixing procedure with common equipment on the homogeneity of industrial-size mixture was investigated. A sampling strategy for collecting representative samples of mixture was selected and assessed. the number of mixing steps and the effect of binder dosage on the uniformity of samples were studied. Results of UCS of samples prepared from field and laboratory mixture were compared and evaluated. A field evaluation was conducted to determine the quality of the mixture and how many mixing steps are required to reduce variability between samples. Two different percentages of binder were added to the 5 Tons of soil. The UCS test samples were prepared from the soil-cement mixture in the same way as they were prepared in the laboratory and cured for a specific time. The UCS test was conducted on cured samples. The test results were compared to evaluate the mixture homogeneity in the field. The results showed that homogeneous mixtures can be obtained in the field with the available equipment. Assessing the sampling strategy showed that increasing the sampling sections from 5 to 12 and preparing single UCS sample from the collected soil provides representative samples from the soil mixture pile. Additionally, it was shown that by increasing mixing steps from 2 to 3, it was possible to eliminate samples with notable lower strength than average UCS. A greater number of mixing steps improves homogeneity while reducing the average UCS. It was found that mixing soil and binder in the laboratory improves strength better than mixing them in the field. When applying laboratory results to field design, this point must be taken into account.

Abstract Beneficial Reuse of Corrugated Paperboard in Civil Engineering Applications Gregory Michael Stone An investigation was conducted to explore the potential for reuse of corrugated paperboard. Corrugated paperboard represents a large fraction of the municipal solid waste generated and discarded in the United States. Alternative applications for reuse can provide a significant benefit by reducing the volume of waste being disposed and by reducing the use of raw materials. Four civil engineering applications were examined for potential beneficial reuse of corrugated paperboard: slurry trench construction, vertical drilling, directional drilling, and controlled low strength materials (CLSM). For the purpose of this project, corrugated paperboard was pulped and added to bentonite slurry or CLSM mixtures. Bentonite slurry mixtures were tested for viscosity, density, filtrate loss, and permeability. The behavior of the bentonite slurries was greatly influenced by interaction and interlocking of corrugate fibers; in general resulting in increased viscosity, filtrate loss, and permeability and decreased density. CLSM mixtures were tested for flow consistency, unit weight, air content, and compressive strength. CLSM mixtures prepared with corrugated paperboard showed an increased water demand due to high absorption of the corrugate. The higher water content was a significant factor contributing to decreased unit weight and compressive strength. CLSM mixtures containing corrugated paperboard also exhibited increased air contents, possibly due to entrapment of air within the corrugate pulp. Corrugated paperboard was used to successfully replace up to 27% of bentonite for slurry trench applications, 60% of bentonite for vertical drilling applications, and 59% of bentonite for directional drilling applications while maintaining acceptable engineering properties. For CLSM mixtures up to 1% of fine aggregate was replaced with corrugated paperboard while maintaining satisfactory engineering properties. Incorporation of corrugated paper board into bentonite slurry, CLSM, and drilling fluid applications provides a viable option for beneficial reuse.

Water ingress into rock tunnels is a problematic phenomenon – especially in urban areas – as a lowered groundwater table may cause harmful settlements. Furthermore, too much ingress can be an incentive for the environmental court to halt the tunnel process, in order to protect the nature as part of a national interest.Water ingress is normally lowered by injecting a water and cement mixture into boreholes in the rock mass – a process called rock grouting – thus sealing the rock fractures. Very little information and research has been on the subject of how the rock fracture orientation interact with the orientation and geometry of the grouting holes. The purpose of this thesis is to investigate whether or not it is possible and feasible to select a grout fan geometry that will have the most intersections with the rock fractures, based on fracture information gained in an early pre-investigation stage. The suitability of different grout fan geometries will be determined by analyzing the amount of fracture intersections that each geometry has in a discrete fracture network, generated based on data obtained from rock cores in the Stockholm Bypass project. The assumption is that more fracture intersections means a higher chance of sealing the rock mass. The results show that there is no clear difference in number of intersections between the analyzed grout fan geometries, indicating that focus should not be on analyzing the grout fans as whole units, but rather on the scale of individual grouting holes and fractures. This thesis also highlights the importance of monitoring according to the observational method. / Vatteninläckage i bergtunnlar är ett problem, speciellt inom tätbebyggda områden, eftersom en sänkt grundvattennivå kan orsaka sättningar i jordlagren och följaktligen skada infrastruktur. Dessutom kan ett för högt vatteninläckage vara ett incitament för miljödomstolen att stoppa tunneldrivningen i ett försök att skydda den allmänna miljön i dennas roll som ett nationalintresse.Vatteninträngning i tunnlar minskas normalt genom att injicera en blandning av vatten och mikrocement i borrhål lokaliserade i bergmassan – en process som kallas för sprickinjektering – och genom detta täta bergmassan. Idag finns mycket lite information tillgänglig om hur sprickors och injekteringshålens orienteringar interagerar med varandra.Syftet med denna uppsats är att undersöka huruvida det är genomförbart att i ett tidigt förundersökningsskede bestämma en skärmgeometri som kommer ha så många sprickskärningar som möjligt. Olika skärmgeometriers lämplighet bedömdes genom att analysera mängden sprickskärningar som varje geometri hade i ett diskret spricknätverk, baserat på indata från utvalda kärnborrningar från Förbifart Stockholm. Analysen utfördes under antagandet att fler sprickskärningar ger en större chans att täta berget.Resultaten visar att det inte finns en klar skillnad i antalen skärningar olika skärmgeometrier emellan, vilket indikerar att framtida fokus inte bör läggas på att analysera skärmgeometrier som enheter, utan snarare att analysen bör utföras på individuella injekteringshål och sprickor. Denna uppsats markerar också vikten av observationer under utförandet av berguttag och sprickinjektering i enlighet med observationsmetoden.

In many construction works in urban areas vibratory driving is the most widely used technique toinstall sheet piles. But due to vibration-sensitive equipment and structures the amount of inducedground vibration need to be minimized. Hence, it is important to select appropriate vibratorparameters that will minimize the level of induced ground vibration.The main objective of this thesis is to study the effect of the vibratory parameter eccentricmoment (vibrator displacement amplitude) on the induced ground vibration during sheet piledriving. To achieve the objective, a literature review and a full-scale field test has beenconducted. The literature review was conducted to provide guidance for the evaluation of thefield test results.The field study was performed in Uppsala in June 2018, where a series of six sheet pile drivingtests were conducted, the first three sheet piles were driven with lower vibrator displacementamplitude and the next three with higher vibrator displacement amplitude, but the same drivingfrequency was used for all six sheet piles. Five tri-axial accelerometers were used to measure thevibration amplitude on vibrator, sheet pile and ground.Important findings of the field study confirmed that, driving sheet piles with higher eccentricmoment will induce lower ground vibration and higher sheet pile penetration speed incomparison to driving with lower eccentric moment. Limitations and possible future researchworks are pointed out. / I många byggnadsarbeten i tätorter är vibrerade drivning den mest använda tekniken för attinstallera sponter. Men på grund av vibrationskänslig utrustning och konstruktioner måstemängden inducerad markvibration minimeras. Därför är det viktigt att välja lämpligavibratorparametrar som minimerar graden av inducerad markvibration.Huvudsyftet med detta examensarbete är att studera effekten av vibrationsparameternsexcentriskamoment (vibratorförskjutningsamplituden) på den inducerade markvibrationen underspontdrivning. För att uppnå målet har en litteraturöversikt och en fullskalig fältundersökning utförts. Litteraturstudien genomfördes för att ge underlag för utvärderingen av fältundersökningenresultanten.Fältstudien utfördes i Uppsala i juni 2018, där en serie av sex spontdrivnings test utfördes, deförsta tre sponten kördes med lägre vibrator-förskjutningsamplitud och de närmaste tre medhögre vibrator-förskjutningsamplitud, men samma körfrekvens användes för alla sex sponter.Fem treaxiala accelerometrar användes för att mäta vibrationsamplituden på vibratorn, spontenoch jorden.Slutsatserna från fältstudien bekräftade att körsponter med högre excentriskt moment kommer attinducera lägre vibrationer och högre penetrationshastighet för sponten i jämförelse med körningmed lägre excentriskt moment. Begränsningar och möjliga framtida forskningsarbeten påpekas.

Foundation work can cause damage to adjacent buildings and infrastructure. Drilling is performed in sensitive areas in urban projects and where the ground conditions are difficult. It is important to be aware of the installation effects from drilling. Pneumatic drilling is commonly used in production but hydraulic drilling is advised in sensitive areas. Hydraulic drilling is believed to cause less disturbance in the ground, although there are no available field studies regarding the installation effects induced by water driven drilling.By measuring the pore water pressure and the settlements during the installation of a RD-pile wall the magnitude and extent of the installation effects induced by water powered DTH drilling is investigated in fill material and esker material. The results indicate settlements close to the installed piles in both materials, larger in the esker material. The pore pressure shows both increases and decreases in the esker material, the decreases implies the Venturi effect is present in water driven drilling. The pore water pressure changes are larger at the measurement point furthest away from drilling in the fill material but the settlements are the smallest there. The largest increases of the pore pressure are seen when the hammer flushes water out into the formation and not during drilling. / Grundläggning kan orsaka skador på intilliggande byggnader och infrastruktur. Borrning sker i känsliga områden och i innerstadsprojekt där markförhållandena är svåra. Det är viktigt att vara medveten om omgivningspåverkan borrning av pålar medför. Luftdriven borrning används ofta i produktion men vattendriven borrning rekommenderas i känsliga områden. Vattendriven borrning antas orsaka mindre störningar i marken, även om det inte finns några tillgängliga fältstudier som berör omgivningspåverkan från vattendriven borrning.Genom att mäta porvattentrycket och sättningarna under installationen av en borrad RD-spont undersöks storleken och utbredningen av omgivningspåverkan av vattendriven DTH borrning i fyllnads-material och ås-material. Resultaten indikerar sättningar nära de borrade pålarna i båda materialen, större i ås-materialet. Porstrycket visar både ökningar och minskningar i ås-materialet. Minskningarna antyder att Venturi-effekten är närvarande i vattendriven borrning. Förändringarna i porvattentrycket är större vid mätpunkten längst bort från borrningen i fyllmaterialet, men där är sättningen minst De största ökningarna av porvattentrycket ses när hammaren spolar vatten ut i formationen och inte under borrningen.

Sveriges geologi består mestadels av lös lera vid markytan följt av hård morän och hård berggrund på botten. Lös lera är inte gynnsamt vid grundläggning av konstruktioner pga. sättningar, dessa förhindras genom att påla ned till den hårda grunden. Pålning är en vanligt förekommande grundläggningsmetod i Sverige där pålsystem med varierande påltyper, längder och material används. Spetsburna pålar står för en stor andel av de olika påltyperna som används med anledning av landets hårda berggrund. Denna studie centreras kring tre olika varianter av spetsburna pålar: ihåliga stålpålar, betongpålar och betongfyllda stålpålar. Vid systemberäkningar betraktas spetsburna pålar ofta som fast inspända i hårt underlag såsom berg och hård morän där all last överförs nedåt genom pålspetsen. Därmed tas ingen hänsyn till bärförmågebidraget som uppstår till följd av friktion från kringliggande jord längs mantelytan. Detta innebär att pålarna beräknas ha en lägre styvhet än i verkligheten och förväntas därför komprimeras mer vid belastning i axiell led. På grund av detta förs ungefärliga värden in i systemberäkningar. Pålar kan inte undersökas eller repareras när konstruktionen väl har uppförts varför det är viktigt att redan vid projekteringsstadiet utföra mer korrekta systemberäkningar. Denna studie utfördes på uppdrag av vår industrihandledare med målet att utifrån parametrar såsom pållängd, last och axiella deformationer, simulera, beräkna och utvärdera skillnaden i styvhet för enskilda pålar, både med och utan inverkan från fjädringen i jorden. Fallstudierna består av två fall där endast homogena ler- och friktionsjordlager förekommer. Genom litteraturstudier och användningen av finita elementmetoden (FEM) i MATLAB kunde simuleringarna genomföras. Resultaten påvisar att jorden bidrar till en märkbar ökning av pålarnas styvhet i proportion till jordens djup. Vidare visar en analys av de olika fallen att friktionsjord har en större påverkan än kohesionsjord vid större djup. Vår slutsats är att jorden bör medräknas vid systemberäkningar innefattande långa spetsburna pålar, där en lyckad implementering av detta skulle kunna leda till en mer hållbar utveckling inom byggbranschen, sett ur ett miljö- och kostnadsperspektiv. Med denna rapport som grund rekommenderas att större vikt läggs vid jordens mantelbärförmåga samt möjligheterna för dess nyttjande i framtida projekt. / The Swedish landscape mostly consists of loose clay by the surface followed by hard moraine and hard bedrock at the bottom. Loose clay is an unfavorable soil formation for structural foundations due to its higher risk for settlements, which can be prevented by piling down to a hard soil layer. Piling is a common founding method in Sweden, whereat pile systems with varying pile types, lengths and materials are used. End bearing piles account for a large proportion of the different pile types used, considering the country's stable bedrock. This study focuses on three different variants of end bearing piles: hollow steel piles, concrete piles and concrete filled piles. During system calculations, end bearing piles are currently regarded as fixed to hard surfaces such as bedrocks and hard moraine where the entire load is transferred downwards through the pile tip. Thereby, no consideration is given to the contribution in bearing capacity that arises as a result of the friction from soil adhering along the shaft surface. This implies that the piles are estimated to have a lower stiffness than in reality and are therefore expected to be more compressed when axially loaded. This leads to the usage of approximated values in system calculations. Piles cannot be examined or repaired once the structure has been constructed, and it is thus important to perform more accurate system calculations during the design stage. This study was commissioned by our industrial supervisor with the aim of simulating, calculating and evaluating the difference in stiffness for individual piles, both with and without the influence of the surrounding soil friction, based on parameters such as pile length, load and axial deformations. The case studies consist of two cases where only homogeneous clay and friction soil layers occur. Through literature studies and the use of the finite element method (FEM) in MATLAB, the simulations could be carried out. The results show that the soil contributes to a noticeable increase of the piles’ stiffnesses in proportion to the soil depth. Furthermore, an analysis of the various cases shows that friction soil has a greater influence than cohesion soil at greater depth. Our conclusion is that the soil should be included in system calculations för end bearing piles, where a successful implementation of this could lead to a more sustainable development within the domain of construction, seen from an environmental and cost perspective. With this report as a basis, it is recommended that greater emphasis be placed on the soil’s bearing capacity and the possibilities for its utilization in future projects.

There is a need in exploring structural health monitoring technologies for the composite structures particularly aged Composite Overwrapped Pressure Vessels (COPVs) for the current and future implementation of COPVs for space missions. In this study, the research was conducted in collaboration with NASA Kennedy Space Center and also NASA Marshall Space and Flight Center engineers. COPVs have been used to store inert gases like helium (for propulsion) and nitrogen (for life support) under varying degrees of pressure onboard the orbiter since the beginning of the Space Shuttle Program. After the Columbia accident, the COPVs were re-examined and different studies (e.g. Laser profilometry inspection, NDE utilizing Raman Spectroscopy) have been conducted and can be found in the literature. To explore some of the unique in-house developed hardware and algorithms for monitoring COPVs, this project is carried out with the following general objectives: 1) Investigate the obtaining indices/features related to the performance and/or condition of pressure vessels 2) Explore different sensing technologies and Structural Health Monitoring (SHM) systems 3) Explore different types of data analysis methodologies to detect damage with particular emphasis on statistical analysis, cross-correlation analysis and Auto Regressive model with eXogeneous input (ARX) models 4) Compare differences in various types of pressure vessels First an introduction to theoretical pressure vessels, which are used to compare to actual test specimens, is presented. Next, a background review of the test specimens including their applications and importance is discussed. Subsequently, a review of related SHM applications to this study is presented. The theoretical background of the data analysis methodologies used to detect damage in this study are provided and these methodologies are applied in the laboratory using Composite Overwrapped Pressure Vessels (COPVs) to determine the effectiveness of these techniques. Next another study on the Air Force Research Laboratory (AFRL) Tank that is carried out in collaboration with NASA KSC and NASA MSFC is presented with preliminary results. Finally the results and interpretations of both studies are summarized and discussed.

This research consists of full-scale shake table tests to investigate liquefaction of sandy soils. Consideration of the potential and consequences of liquefaction is critical to the performance of any structure built in locations of high seismicity underlain by saturated granular materials as it is the leading cause of damage associated with ground failure. In certain cases the financial losses associated with liquefaction can significantly impact the financial future of an entire region. Most liquefaction triggering studies are performed in the field where liquefaction has been previously observed, or in tabletop laboratory testing. The study detailed herein is a controlled laboratory test performed at full scale to allow for the measurement of field-scale index testing before and after cyclic loading. Testing was performed at the Parson’s geotechnical and Earthquake Laboratory at Cal Poly San Luis Obispo on the 1-dimensional shake table with a mounted flexible walled testing apparatus. The testing apparatus, originally constructed for soil-structure interaction experiments utilizing soft clay was retrofitted for the purpose of studying liquefaction. This research works towards comparing large-scale simple-shear liquefaction testing to small-scale simple-shear liquefaction testing of a #2/16 Monterey sand specimen. The bucket top was modified in order to apply a vertical load to the soil skeleton to replicate overburden soil conditions. Access ports were fitted into the bucket top for instrument cable access and to allow cone penetration testing before and after cyclic loading. A shear-wave generator was created to propagate shear waves into the sample for embedded accelerometers to measure small strain stiffness of the sample. Pore-pressure transducers were embedded in the soil sample to capture excess pore water pressure produced during liquefaction. Displacement transducers were attached to the bucket in order to measure shear strains during cyclic testing and to measure post-liquefaction volumetric deformations. The results of this investigation provide an empirical basis to the behavior of excess pore water production, void re-distribution, shear wave velocity, shear strain and cone penetrometer tip resistance of #2/16 Monterey sand before, during, and after liquefaction in a controlled laboratory environment at full-scale.

There are many possible ways to mitigate stormwater pollution, but this study focused on the DrainPacTM catchment basin insert and the feasibility of integrating N-halamine biocidal brominated beads into the filter system. This study was divided into three sections. The first section involved testing a DrainPacTM filter for treatable flow rates, head loss, and removal of solids, oil, and bacteria. The DrainPacTM filter is designed to be installed in a stormwater catch basin. The filter is composed of a 12 x 41 inch metal frame with textile filter media attached to it in a basket shape. The upper portion of one panel of the filter basket is made from a plastic mesh to allow overflow if the filter is overloaded. The second section of this study involved testing N-halamine brominated biocidal beads in laboratory-scale columns, and the third section involved integrating the beads into the DrainPacTM filter and testing it full scale. For the DrainPacTM filter tests, the unit was installed into a custom-built test flume which was designed to mimic the conditions that would be encountered in a real stormwater application. The flume was supplied with a gravity-fed stream of water from a retention pond located on the Cal Poly, San Luis Obispo campus. The initial tests were conducted to determine the amount of head loss produced by the filter. First, the clean filter was subjected to flow rates between 20 and 200 GPM. The filter showed very minimal head loss (0.5 to 9.1 cm for 20 to 200 GPM) when not loaded with solids. Next, the filter was subjected to 200 GPM flow with a solids concentration of between 80 and 100 mg/L until it failed (overflowed). This occurred after 625 g of solids had been added to the filter. After the filter had been loaded with solids to the point of overflow at 200 GPM, it was tested to determine what flow rate could be filtered with the solids present. The fully loaded filter was able to pass a flow rate of up to 80 GPM before overflowing. The DrainPacTM filter removed solids at a range of efficiencies from 83 to 91% at flow rates between 20 and 200 GPM. The higher removal efficiencies were achieved at the lower flow rates. The filter removed oil at efficiencies ranging between 40 and 80%. The oil removal efficiency did not appear to depend on the flow rate. The DrainPacTM filter did not remove bacteria under the test conditions. Following the DrainPacTM experiments, 0.3 mm and 0.8 mm diameter N-halamine brominated biocidal beads were tested in the lab using a laboratory glass column. At flow rates between 0.28 and 1.4 mL/sec, a 1 cm bed height of the 0.3 mm beads was found to produce head losses between 19 and 51.7 cm. The 0.8 mm beads produced head losses ranging from 11.9 to 47.7 cm when tested over the same range of flow rates. These flow rates represent nominal velocities between 0.36 and 1.8 cm/sec which would be expected in the DrainPacTM filter. The beads were then tested to determine how effectively they inactivate bacteria in a stream of water. Contact time after flowing through the column was found to be the key factor in how efficiently the beads worked. When the effluent samples were instantly quenched with sodium thiosulfate, the bacteria removal results matched those observed for the control (beads without bromine). When the samples were quenched directly after collection by adding the sodium thiosulfate to the sample as soon as the desired sample volume had been collected (95 to 285 seconds depending on flow rate), between 95 and over 99 percent of the bacteria were inactivated. After 10 minutes, all of the bacteria were inactivated. The final test involved integrating the N-halamine brominated beads into the DrainPacTM filter for a full scale test. Two sleeves containing 1400 grams of beads were laid into a DrainPacTM filter which was custom built to concentrate the flow through the beads. This system was tested using pond water with an average of 298 CFU/100 mL coliform bacteria at a flow rate of 36 GPM. The results of this test were very similar to the results of the lab scale testing. Contact time again proved to be necessary for bacteria inactivation. The filter with integrated N-halamine beads removed between 72 and 100% of bacteria with contact time between 30 seconds and 10 minutes.