Genom samarbete med konsultföretaget Tyréns har detta examensarbetet undersökt hur en säkrare prognos kan erhållas för bergprojektering. Till underlag undersöktes ett aktuellt projekt i Jakobshyttan, med fokus på släntstabilisering. Med avseende att identifiera de osäkerheter sompåverkar bestämmandet av bergets parametrar har parametrarnas inverkan på stabiliteten och dess kostnadseffekt på stabilisering studerats. Framtagandet av de relevanta parametrarna identifierades genom litteraturstudie, Tyréns bergtekniska prognos, relevanta handlingar för området och studiebesök på arbetsplats. Vidare utfördes en känslighetsanalys på de parametrar som var relevanta för stabilitets problematiken, för att utvärdera de kritiska gränserna för respektive parameter. För arbetet användes Barton och Bandis brottvillkor baserat på den bergtekniska informationen som fanns tillgänglig. Slutligen utfördes en kostnadsberäkning för deparametrar som identifierats med eventuella osäkerheter, för att ge perspektiv på effekten av osäkerhet. Resultatet visade att parametrarna JRC och residualfriktionsvinkel hade kraftig inverkan på stabiliteten. Parametrarnas värde bestämdes enligt föreslagen metodik från Trafikverkets handbok för bergprojektering och uppskattats genom tabeller baserade på empiriska fall. Sammanfattningsvis har den rekommenderade metodiken från Trafikverket ansetts som bristfällig och ger utrymme för felbedömningar i projekteringsskedet. / Through collaboration with the consulting company Tyréns, this thesis has investigated how a more reliable forecast can be obtained for rock design. As a basis, a current project in Jakobshyttan was investigated, focusing on slope stabilization. With regard to identifying the uncertainties that affect the determination of the rock parameters, the parameters impact on thestability and its cost effect on stabilization have been studied. The relevant parameters were identified through literature study, Tyréns forecast of rock technology, relevant documents for thearea and study visits to the workplace. Furthermore, a sensitivity analysis was performed on the parameters that were relevant to the stability problem, in order to evaluate the critical limits foreach parameter. The thesis used Barton and Bandis failure criteria based on the rock technical information that was available in the project. At last a cost calculation was performed to provide perspective on the effects of each of the parameters identified as being uncertain. The results showed that the parameters JRC and residual friction angle had a big impact on the stability. The value of the parameters was determined according to the proposed methodology from the customer, the Swedish Transport Administration, and was estimated through tables based on empirical cases. In summary, the recommended methodology from the Swedish Transport Administration has been considered deficient and leaves room for incorrect assessments in the design phase.

The mining industry has over the last few decades seen a drastic increase in the usage of laser scanning technologies as a way of creating 3D maps of the mines being exploited. Underground mapping in places such as mines has become more prevalent as the technology has progressed and made it easier to generate highly detailed point clouds faster. A newer and faster method of generating point clouds is using a simultaneous localization and mapping (SLAM) based mobile laser scanner (MLS). With the help of complex algorithms, it enables instant point cloud registration and allows for continuous mapping of the surrounding environment while tracking the device location without needing a connection to GPS. As the accuracy and speed of SLAM based MLS continues to improve, its use is becoming far more widespread within the mining industry. Although studies have been conducted previously investigating the differences in quality between SLAM based MLS and terrestrial laser scanners (TLS), there is still a need for further studies conducted in mining environments. This case study aims to investigate the quality differences between two point clouds generated using an Emesent Hovermap HF1, which is a SLAM based MLS, and a Faro Laser Scanner Focus 3D X 330 TLS. Parameters like root mean square (RMS) were investigated. Volume calculations were carried out for both point clouds and compared to each other as well the calculated volume of a theoretical model. To conduct this study data from LKAB’s Kiruna mine was collected and provided by Blå Projekt, Process & GIS AB. The result of this study concludes that the Faro TLS is superior in terms of point cloud quality, with five times better RMS values and higher point density than the Hovermap MLS. It also shows that both scanners allowed for accurate volume calculations with only roughly 1% difference in the estimated volumes. The TLS method yielded a much more readable point cloud with clearer visual details than the SLAM based MLS method. This may however be a result of SLAM drift since no loop closure was performed when collecting the MLS data which otherwise could’ve minimized the errors. It was concluded that due to the amount of data processing required and the longer work time of TLS, SLAM based MLS is a method that is worth further development as it provides unparalleled flexibility, safety improvements and work time efficiency.

Syftet med denna uppsats är att undersöka vilka risker som finns vid grundläggning av småhus. Metoden som användes var litteraturstudie av geotekniska risker vid stora projekt. Riskerna som återkom delades in i geologiska, mänskliga och ekonomiska faktorer. Därefter diskuterades om dessa risker även är aktuella för småhus. Bland de geologiska faktorerna ansågs inte markförhållanden utgöra en betydande riskkälla för småhus då dessa antingen är välkända eller mindre svåra att kontrollera på grund av husets begränsade utbredning på marken. Däremot är det mycket viktigt att känna till eventuell förekomst och omfattning av farliga ämnen eller egenskaper i omkringliggande mark. De mänskliga faktorerna var okunskap, brist på kommunikation, otydliga kontrakt och beslut av chefer. Några risker var att nödvändiga undersökningar inte görs eller att resultaten av de undersökningar som görs misstolkas. Risker för missförstånd mellan olika yrkesgrupper ansågs vara mindre då färre människor kommunicerar på ett småhusbygge, men risken att byggherren inte tolkar experters rekommendationer rätt bedömdes vara högre. Otydliga eller obefintliga kontrakt bedömdes vara vanligare. Slutsaten var att de största riskkällorna är marken och projektledaren. Detta är fördjupningsdelen i ett arbete som också innefattar projektering och dimensionering av ett småhus. / The purpose of this essay is to examine the risks associated with foundations of small houses. The method used in this paper was a literature study of geotechnical risks in large projects. Recurrent risks were divided into geological, human and economic factors. Thereafter it was discussed whether these risks could occur for small projects as well. Among the geological factors, soil conditions were not considered to be a significant source of risk for a small house since these are often well known or less difficult to inspect because of the limited expansion of a house on the ground. However, it is very important to be aware of possible presence and scope of dangerous elements or properties in the surroundings. The human factors identified were lack of knowledge, lack of communication, unclear contracts and management decisions. Some of the risks implied not performing the necessary investigation or misinterpretation of the obtained results. The risk of misunderstandings between different professions was considered to be lower as there are fewer workers involved, but the risk of a client not interpreting the recommendations made by an expert was deemed to be higher. Unclear or non-existing contracts were also assessed to be more common. The conclusion was that the greatest sources of risks are the ground and the project management

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.

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.

Transport infrastructure projects, including tunneling, suffer from timedelays and cost overrun. A literature review shows that the effect ofuncertainty has been neglected in explaining time and cost overrunmeaning that technical explanations matter. Probabilistic estimations oftime and cost can be employed for dealing with uncertainty in transportinfrastructure projects.In this licentiate thesis, KTH’s probabilistic time and cost estimationmodel for tunneling projects (Isaksson and Stille, 2005, Rock Mech. RockEng., 38, 373-398) was improved. The improvements include breakingdown the production activities into their sub-activities, which form thebasis for assessing times (or costs) for tunnel construction. In addition, theexceptional time and the length of model’s geotechnical zones aredescribed as stochastic variables instead of deterministic values used in theoriginal model. Given its hierarchical structure, the model can be used fortime and cost estimation of all types of tunnels and all constructionmethods in various geological condition.The improved version of the model uses three types of input parametersthat are probabilities of occurrences of different geological condition andidentified undesirable events, production effort of sub-activities (i.e. timespent for performing the sub-activity per unit length of tunnel) andadditive delay time that is imposed as a result of occurrence of undesirableevents. The important issues in modeling the uncertainty in the productionefforts of sub-activities are also explained. / Transportinfrastrukturprojekt, inklusive tunnelbyggnad, lider ofta avförseningar och ökade kostnader. En litteraturgenomgång visar atteffekten av osäkerhet inte har beaktats när man försöker förklara orsakentill förseningar och kostnadsökningar, vilket betyder att osäkerheten omgeotekniska förhållanden mycket väl kan spela en stor roll. För att hanteradenna osäkerhet när man bedömer tid och kostnad för tunnelprojekt kansannolikhetsbaserade metoder användas.I denna licentiatuppsats förbättrades den sannolikhetsbaserade modellför tid och kostnadsskattning i tunnelprojekt som tidigare utvecklats påKTH (Isaksson och Stille, 2005, Rock Mech. Rock Eng., 38, 373-398). Denviktigaste förbättringen var att dela upp produktionsaktiviteterna idelaktiviteter, för vilka man sedan enklare kan bedöma tidsåtgång (ellerkostnader). Dessutom beskrivs exceptionella förseningar och längden påmodellens geotekniska zoner nu med stokastiska variabler istället för meddeterministiska värden. Modellen är flexibel nog att kunna användas förtids- och kostnadsskattning av alla typer av tunnelprojekt ochkonstruktionsmetoder i olika geologiska miljöer.Den förbättrade versionen av modellen använder tre typer avindataparametrar: sannolikheter för förekomster av olika geologiskatillstånd och identifierade oönskade händelser; produktionsinsats fördelaktiviteter (d.v.s. den tid som används för att utföra delaktiviteten permeter tunnel); samt försening som orsakas av oönskade händelser.Uppsatsen diskuterar även de viktigaste aspekterna vid modellering avosäkerheten i produktionsinsatsen för delaktiviteter. / <p>QC 20211102</p>

Ground vibrations due to pile driving are part of a complex process. Vibration is generated from the pile driver to the pile. As the pile interacts with the surrounding soil, vibrations are transferred at the pile-soil interface. The vibration propagates through the ground and interacts with structures, both above ground and underground. The vibration continues into the structure where it may disturb occupants and/or damage the structure. In this thesis the study of the vibration transfer process due to pile driving is limited to the vibration source and the wave propagation in the soil. Vibration transmission to adjacent buildings and structures is not studied. However, impact of vibrations on buildings is briefly discussed in the literature study. It is important to accurately predict the magnitude of ground vibrations that result from pile driving in urban areas, both over- and underestimated vibration levels lead to increased costs. A lot of research has been performed within this field of knowledge, but a reliable and acknowledged prediction model for vibrations induced by pile or sheet pile driving is still needed. The objective of the research project is to increase the knowledge and understanding in the field of ground vibrations due to impact and vibratory driving of piles and sheet piles. This research project also aims to develop a reliable prediction model that can be used by practising engineers to estimate vibration due to pile driving. This licentiate thesis presents the first part of the research project and aims to increase the knowledge and understanding of the subject and to form a basis for continued research work. The most important findings and conclusions from this study are: The main factors influencing vibrations due to pile and sheet pile driving are; (1) the vibrations transferred from the pile to the soil, (2) the geotechnical conditions at the site and (3) the distance from the source. The vibrations transmitted from the pile to the soil depend on the vibrations transferred to the pile from the hammer, the pile-soil interaction and the wave propagation and attenuation in the plastic/elasto-plastic zone closest to the pile. There is today no prediction model that fulfils the criteria of the “perfect” prediction model; reliable but yet easy to apply. Future research should study the transfer of vibrations at the pile-soil interface, including the generation of a plastic/elasto-plastic zone in the area closest to the pile and how that affects the transfer of vibrations from the pile to the soil. / Markvibrationer på grund av pålning är del av en komplex process. Vibrationer genereras från pålmaskinen till pålen. När pålen kommer i kontakt med den omgivande jorden överförs vibrationer mellan påle och jord. Vibrationerna fortplantar sig som vågor genom marken och träffar byggnader och andra konstruktioner, både ovan och under jord. Vibrationerna fortsätter in i byggnaden där de kan orsaka störningar eller skador. I denna avhandling begränsas studien av vibrationsöverföringsprocessen till vibrationskällan och vågutbredningen i jord. Vibrationsöverföringen till intilliggande byggnader eller konstruktioner har inte studerats. Påverkan av vibrationer på byggnader diskuteras dock kort i litteraturstudien. Det är viktigt att på ett tillförlitligt sätt kunna förutsäga markvibrationerna på grund av pålning i stadsmiljö, både över- och underskattade vibrationsnivåer leder till ökade kostnader. Forskning har tidigare utförts inom detta område, men en tillförlitlig och allmänt accepterad prognosmodell för vibrationer på grund av pålning eller spontning saknas fortfarande. Syftet med forskningsprojektet är att öka kunskapen och förståelsen för markvibrationer som uppkommer vid installation genom slagning eller vibrering av pålar och spont. Forskningsprojektet syftar också till att utveckla en tillförlitlig prognosmodell som kan användas av yrkesverksamma ingenjörer för att uppskatta vibrationsnivåer orsakade av pålning. Denna licentiatavhandling presenterar den första delen av forskningsprojektet och syftar till att öka kunskapen och förståelsen inom ämnesområdet samt att skapa en plattform för det fortsatta forskningsarbetet. De viktigaste resultaten och slutsatserna från denna studie är: De huvudsakliga faktorer som påverkar vibrationer orsakade av pålning är; (1) de vibrationer som överförs från källan till jorden, (2) de geotekniska förhållandena på platsen och (3) avståndet från vibrationskällan (pålen). Vibrationerna som överförs från pålen till jorden beror på de vibrationer som överförs från pålmaskinen till pålen, påle-jord interaktionen samt vågutbredning och dämpning i den plastiska/elasto-plastiska zonen som bildas närmast pålen. Det finns idag ingen prognosmodell som uppfyller kriterierna för den ”perfekta” prognosmodellen; tillförlitlig men ändå lätt att tillämpa. Framtida forskning bör undersöka överföringen av vibrationer mellan påle och jord, innefattande uppkomsten av en plastisk/elasto-plastisk zon närmast pålen och hur det påverkar vibrationsöverföringen från påle till jord. / <p>QC 20130314</p>

<p>QC 20120703</p>