Full scale field trials, carried out during the construction of the Penmaenbach Tunnel in North Wales, have shown that two-speed resin bonded rock bolts are resilient to close proximity blasting. Fully grouted 6m long rock bolts, installed within 0.7m of the tunnel face, have shown no significant signs of distress or failure. Instantaneous loads of up to 40% of the characteristic strength of the bolt were observed together with average residual load losses of 5% of the working load, which compares favourably with the acceptable tolerance of 10% working load stipulated by current practice. Analysis has also shown that rock bolts with low prestress sustain greater vibrations and proportionately higher dynamic load changes during blasting. However, bolts with relatively high prestress loads sustain greater induced loads. Empirical relations have been established to describe rock bolt behaviour in terms of induced vibration and scaled distance. In particular, a predictive equation relating dynamic load changes in the experimental rock bolts to scaled distance, is presented. Calculations based on approximate bolting costs have indicated that cost savings of up to 38% of the total bolting cost could have been effected if the results of this work had been implemented at the design stage. Physical modelling work has confirmed that the distribution of loads in the fixed anchor of a resin bonded bolt are non-linear when both static and impulsive loads are applied to the bolt head. Corroboration of the field results has also been established with respect to the significant influence of initial prestress load on dynamic load change. Complementary finite element modelling work has successfully predicted fixed anchor load distributions under static and dynamic loading conditions. Attempts to establish a detailed relation between distance from blast, magnitude of charge and change in residual load, for low to medium capacity rock anchorages on the West Portal of the tunnel, were thwarted by the poor performance of instrumentation with respect to temperature sensitivity. However, a simplistic approach to analysis has enabled the establishment of a tentative predictive relationship.

A rock bolt installed in field has only one short exposed end on the rock surface. This condition has posed challenges in field instrumentation and made it difficult to use the ultrasonic guided wave method for rock bolt monitoring. In rock bolt laboratory tests using ultrasonic guided waves, the input and receiving transducers are typically installed at the two exposed ends of a bolt. This is suitable to laboratory conditions but not practical in the field because one of the ends of a rock bolt is embedded in the rock mass. A method needs to be found to install the receiving transducer at a suitable location in the field for receiving valid wave data. In this thesis, a practical approach is proposed for conducting field tests with the installation of the receiving transducer on the grout surface near the exposed end of the bolt. The effects of the installation location of the receiving transducer are studied with numerical modeling. Experiments are conducted to verify the numerical modeling results. The results indicate that the data obtained from the receiving transducer installed on the grout surface at a proper location are representative and can be analyzed through the established correlations to determine the required parameters. Previous researches have mostly focused on the feasibility of the ultrasonic guided wave method for rock bolt tests and on the behavior of ultrasonic guided waves of fully grouted rock bolts in laboratory conditions. No further study has been performed to identify the grout defects in grouted rock bolts. Adequate understanding of the behaviour of ultrasonic guided waves in rock bolts with defects is therefore prerequisite for this method to be applied in practice. This thesis investigates the effects of some typical defects (e.g., an insufficient rebar length, a missing grout at the ground end, and a void in grout) in grouted rock bolts using the developed field measurement method and numerical modeling. The results are verified by laboratory tests using the equipment set-up established in this research. The results indicate that it is practically possible to identify those grout defects using ultrasonic guided waves.

The influence of steel metallurgy on rock bolt SCC was studied using a series of commercial carbon and low-alloyed steels. The chemical composition, their mechanical properties and the microstructures of these steels varied considerably in order to gather information for the discussion of the metallurgical influences under Hydrogen Embrittlement (HE) and Stress Corrosion Cracking (SCC) conditions. In order to understand the metallurgical influences on Rock Bolt SCC, an evaluation was carried out to fifteen commercial steels. The experiments reproduced the Stress Corrosion Cracking condition at which commercial rock bolts had failed in Australians mines. Due to the selected materials, stress and electrolyte condition it is expected that Hydrogen Embrittlement (HE) will affect the steel failure. The approach was to use the Linearly Increasing Stress Test (LIST) and exposing the sample to a dilute pH 2.1-sulphate solution, in accordance with prior studies. Stress Corrosion Cracking was evaluated by analysing the decrease in tensile strength, loss of ductility and fractography observed using Scanning Electron Microscopy (SEM). The initial series of test to the fifteen steels were performed at the free corrosion potential (f.c.p.) vs. Ag/AgCl. From this initial test only five steels (AISI 1008, AISI 4140, AISI 4145H, pipeline X-65 and X-70) did not show Stress Corrosion Cracking features. These five steel were tested in accordance with the Linearly Increased Stress Test (LIST) in the dilute pH 2.1 sulphate solution at different electronegative applied potential to minimum value of -1500mV. The experimental procedure tried to reproduce the Stress Corrosion Cracking condition to identify the most aggressive condition the steel is able to support before failing due to Stress Corrosion Cracking to then compare the theory of SCC and HE in low carbon and low alloy steel with the obtained experimental results. The investigation compared the well-known theory of SCC and HE in low carbon and low alloy steel with the obtained experimental results. Surprisingly, the experimental result did not always agree with the theory.

The resin anchored rock bolt is used extensively in the mining industry to stabilize the roof and prevent it from collapsing. However, there are different defects associated with a resin anchored rock bolt. Examples are partially encapsulated bolts, over-spinned bolts and corroded bolts. These defects reduce the integrity of the roof, and thereby have an effect on the safety and productivity of the mines. The integrity of the rock bolts is a critical issue for the mining industry because of its influence on the safety of mining operations. Different research groups around the world have addressed the problem of determining rock bolt integrity. The most promising technique found in the literature study was based on guided ultrasonic waves (Beard and Lowe, 2003). This study extended the previous work by Beard and Lowe (2003) using guided ultrasonic waves, to investigate damage in more realistic embedded bolts which deviate from pure cylinders. The fundamental L(0,1) mode in its lower frequency range, as suggested by Beard and Lowe was utilized. This was done through the use of finite element model simulations of various defect scenarios, which were compared to experimental measurements on bolts. Defects like loss of resin encapsulation, voids and local corrosion cracks were addressed. The time traces of the different finite element defect scenarios could be directly compared to experimental time traces which distinguish this study from the analytical approach. Some finite element modelling issues were investigated and it was found that the time step is critical if an implicit solver is used, whereas for an explicit solver the element size is critical if accurate answers are needed. Furthermore it was also apparent that the boundary of the mortar has an influence on the results. The method used in the study was to move the boundaries far enough to prevent interference. This however increases the model size and thereby the computer resources required. Axisymmetric defects were modelled using axisymmetric finite elements to reduce the problem size. These models gave results comparable to the measured bolts. Three-dimensional finite element models seemed to be promising for simulating non-axisymmetric defects. It was found that it is not possible to solve large three-dimensional models without energy absorbing boundaries. Axisymmetrical and three dimensional finite element models of a partially encapsulated bolt and a bolt with a local corrosion crack were built. It was possible to detect simulated local corrosion cracks with the finite element models. Clear reflections for the crack in the bolt could be seen. If the bolt, resin and rock are cracked, different reflections will be detected. These different reflections complicated the interpretation of the results. Once the integrity of models such as these has been established, the models could in principle be used to train neural networks for use in commercial equipment. The present study was limited to lower frequencies because of computer resource limitations. Basic principles and modelling issues could however be addressed and it may be expected that these principles could soon be extended to higher frequencies with a new generation of computers. / Dissertation (MEng)--University of Pretoria, 2009. / Mechanical and Aeronautical Engineering / unrestricted

Vid byggnation av tunnlar och bergrum används bergförstärkning för att exempelvis säkra mot nedfallande lösa block och uppsprickning av berg. En vanlig förekommande förstärkning är bergbultar i kombination med sprutbetong. Vid installation av bultar borras hål i bergväggen som sedan fylls med cementbruk. Bultar som redan är försedd med bricka, halvkula, och mutter trycks sedan in i borrhålen av manuell kraft. Understoppningen görs i samband med att den sista biten av bulten trycks in i borrhålet. Då förses brickans undersida med cementbruk innan den skruvas åt med mutter mot den sprutbetongtäckta bergväggen. Denna rapport syftar till att ta reda på om momentet understoppning av bergbultsbricka vid montering av kamstålsbultar vid konventionell tunneldrivning är möjlig att utesluta. Idag råder det delade meningar mellan beställare, entreprenörer och specialister kring momentets betydelse för bergförstärkningen av tunnlar då vissa menar att det är nödvändigt och andra menar att det kan uteslutas. Däremot är det ofta angett i tekniska beskrivningar att momentet ska utföras då det står med i AMA Anläggning 20, vilket innebär att momentet inte kan uteslutas vid installation av kamstålsbultar. Med denna bakgrund ämnar föreliggande studie till att ta reda på grunderna till varför och när kravet på understoppning av bergbultsbrickor lades till, samt huruvida det fortfarande finns belägg för att ha kvar kravet. I denna studie har ingen tidigare forskning hittats om själva syftet med understoppning som kan visa på anledningar till varför man utför momentet samt varför det har lagts till som ett krav. Metoden har därför utförts genom att inhämta information och sökta svar från litteraturstudier inom ämnet samt via intervju- och enkätstudier. En teoretisk livslängdsberäkning för rostskyddssystemet har utförts för att få svar på om det uppfyller Trafikverkets krav på en teknisk livslängd på 120 år. Att utföra experimentella tester för att svara på studiens syfte diskuterades under studiens gång men var inte möjligt att genomföra med tillhandahållen tidsram och resurser. Resultatet visade att understoppningens huvudsakliga syfte är för att skydda bergbulten mot korrosion och mot genomstansning av brickan i sprutbetongen. Studien visade dock att det saknas bakgrund och konkreta bevis som säkerställer att understoppning motverkar detta. Litteraturstudien visade att varmförzinkade och epoxilackerade bultar har hög beständighet mot korrosion men att tunnelmiljön troligtvis har en betydande faktor för bultens livslängd. Litteraturstudien visade även att brickans betydelse för bärsystemet är odefinierad. Detta då vissa studier fastställer att brickan endast har en liten inverkan och andra visar att brickans styvhet har betydelse för genomstansning. Resultatet visade även att momentet innebär en ogynnsam arbetsmiljö för yrkesarbetare samt att en eventuell uteslutning skulle innebära förmodade vinster för inblandade parter. En annan fråga som belysts är huruvida den omfattning av bergsförstärkning som utförs idag verkligen är nödvändig. Om bergförstärkningen skulle kunna ske mer sparsamt skulle det möjliggöra en besparing av statliga medel och naturresurser. Denna studie har inte gett svar på om kravet på bärighet och beständighet uppfylls utan understoppning. Förslag på vidare studier för att besvara den frågan har därför redovisats. / When building tunnels, rock reinforcement is used. E.g., to secure against falling loose blocks and cracking of rock. A common reinforcement is rock bolts in combination with shotcrete. When installing bolts, holes are drilled into the rock wall, which are then filled with cement mortar. Bolts already provided with plate, hemisphere, and nut are then pushed into the boreholes by manual force. The underfilling of the plate is done in connection with the last part of the bolt being pushed into the borehole. Then the underside of the plate is provided with cement mortar before it is screwed on against the shotcrete-covered rock wall with a nut. The purpose of this report is to evaluate whether it is possible to exclude underfilling of rock bolt plates when installing rebar bolts during conventional tunnelling. Today, there are divided opinions between customers, contractors and specialists about the importance of underfilling for the rock reinforcement. I.e., there is a lack of consensus if underfilling of rock bolt plates is necessary or can be excluded. On the other hand, it is often stated in the technical descriptions that the task must be fulfilled then it is included in AMA Anläggning 20, which means that it cannot be excluded when installing rebar bolts. With this background, this study aims to find out the reasons why and when the requirement for underfilling of rock bolt plates was added, and whether there is still evidence to maintain the requirement. No previous research has investigated applicable reasons of why it is performed and why it has been added as a requirement. The method has therefore been performed by obtaining information from literature studies in the subject as well as via interview and survey studies. A theoretical lifetime calculation for the corrosion protection system has been performed to answer whether it achieves the requirement of a technical lifetime of 120 years issued by the Swedish Transport Administration. Performing experimental tests to answer the purpose of this study was discussed but was not possible to perform with the resources provided. The result showed that the main purpose of underfilling is to protect the rock bolt against corrosion and punching of the plate into the shotcrete. However, the study showed that there is a lack of background and actual evidence that proves that underfilling counteracts this. The literature study showed that hot galvanized and epoxy-painted bolts have high resistance against corrosion, but that the tunnel environment probably is a significant factor for the bolt's lifetime. The literature study also showed that the importance of the plate for the support system is undefined. Some studies demonstrate that the plate only has a small impact and others shows that the stiffness of the plate has a high impact for shear punching. The results also showed that the task causes an unfavourable working environment for professional workers and that a possible exclusion would mean presumed profits for involved parties. Another question that is highlighted is whether the extent of rock reinforcement that is carried out today is really necessary. If the rock reinforcement could be done more sparingly, it would make it possible to save state funds and natural resources. This study has not been able to answer whether the requirement for bearing capacity and durability is achieved without underfilling of rock bolt plates. Suggestions for further studies to answer this question have therefore been presented.

The analysis presented in this thesis provides a methodology for grouted bolts design, based on empirical and analytical methods. Hence, the main objectives of this thesis are to offer practical means for better characterisation of poor to very poor rock masses, to better predict support pressure, and to develop an elasto-plastic analytical model for design of grouted bolts in tunnels excavated in such rock masses. To improve the applicability of the GSI (Geological Strength Index) in poor to very poor rock masses, using Broken Domain Structure (BSTR), Structure Rating (SR), and Intact Core Recovery (ICR), some modifications have been offered, resulting in the Modified-GSI. Applying rock-load height concept and Modified-GSI, an approach to estimate support pressure has been developed. The main advantage of this approach is its applicability in squeezing ground and anisotropic stress conditions. Numerical modelling was carried out in order to adjust the proposed support pressure equation. Considering convergence reduction approach, an elasto-plastic model based on the latest version of Hoek- Brown failure criterion has been developed for a more effective and practical grouted bolt design. The link between empirical approach and elasto-plastic solution makes it possible to reach more realistic and appropriate bolting pattern design. In this way, the need for the redesign procedure in the convergence reduction approach is eliminated. The results of the proposed elastic-plastic solution have been compared with a numerical model using FLAC2D, and a reasonable agreement was observed. The practical application of the developed methodology is depicted by an analysis of a case study in Turkey.

Har du någonsin åkt genom en tunnel och undrat hur det kommer sig att det tunga berget över dig inte kollapsar in i detta hålrum? Har du lagt märke till underliga metallpinnar som sticker ut ur väggar och tak? Dessa metallpinnar är bultar, och de är en del av säkerhetsåtgärderna som ser till att tunnlar över hela Sverige är säkra att färdas i. När en tunnel byggs är det viktigt att ta reda på vilka egenskaper som berget har för att kunna avgöra hur stora säkerhetsåtgärder som bör implementeras. Dessa egenskaper kan vara sådant som sprickors utbredning och orientering, hur mycket vatten som finns i sprickorna, vad berget består av och krafter som påverkar berget. Säkerhetsarbetet kring tunnlar kan göra skillnaden mellan liv och död, men hur ska man forska kring detta? I ett labb kan man med hjälp av en modell undersöka vad som fungerar bäst, men även det minsta möjliga för att förhindra kollaps. I detta arbete har en modell som representerar ett tunneltak använts. Den används till undervisning för förståelse av bultar. Modellen var en upphöjd stålram med avtagbar botten, stålramen var kvadratisk med 82 cm sidolängd. I denna ram placerades skruvar och järnvägsmakadam för att simulera ett tunneltak med bultar i mindre skala. Järnvägsmakadam är krossat berg med en kornstorlek på ca 32 till 64 mm. Skruvarna trycker ihop makadamen med hjälp av brickor för att tryck ska uppstå och trycket mäts med tryckgivare som är placerade i modellen. Arbetet som har utförts med hjälp av modellen syftar till att utveckla metoder för hur sådana försök bör utföras i framtiden. Tidigare försök har gjorts och då har det observerats att denna modell har varit stabil när skruvarna spänts till 7 Nm (Newtonmeter) vridmoment och att den kollapsade av minimal påverkan när skruvarna spändes till 5 Nm. Därför gick vi in i detta arbete med hypotesen att modellens lägre gräns för stabilitet fanns strax under 5 Nm. Vid de tidigare försöken mättes inte trycket i modellen och vi hade därför ingen hypotes om detta. Försöken utfördes på olika vis. Skruvarna spändes i olika mönster och med olika vridmoment, makadamen placerades också på olika sätt när modellen byggdes upp. Som resultat ställdes vridmoment och tryck upp i tabeller och diagram. Det skulle visa sig att hypotesen om att den lägre gränsen var nära 5 Nm vridmoment inte stämde. Modellen hölls uppe även när skruvarna endast spändes till 2 Nm. Både när modellens bottenlager var fördelaktigt och ofördelaktigt uppbyggt ur ett stabilitetsperspektiv så höll modellen vid 2 Nm. Lägre vridmoment än 2 Nm kunde inte testas i brist på känsligare verktyg. / Have you ever traveled through a tunnel and wondered why the heavy rock above you doesn’t collapse on top of you? Have you noticed the odd metal rods that sticks out from the walls and ceiling? These metal rods are bolts, a part of the security measures that make sure that tunnels all over Sweden are safe to travel through. When a tunnel is built, it is important to know the properties of the rock to be able to assess what type of security measures that need to be applied. These properties can be fractures and their orientation, the composition of the rock and the forces that are present. The security work regarding tunnels can be the difference between life and death, but how can research in this field be carried out? Model experiments in a laboratory can be of great use to investigate the most efficient way to stabilize the rock, but also the minimal effort required to prevent collapse. For this report a model that represents the roof of a tunnel has been used. The model is used for learning about rock bolts and consisted of an elevated 82 cm square steel frame with a detachable floor. Bolts and crushed rock were placed within the frame to simulate a tunnel roof in a smaller scale. The crushed rock had a grain size of 32 to 64 mm. The bolts in combination with small metal discs compress the rock to produce pressure, and the induced pressure is measured with pressure indicators placed within the model. The experiments conducted with this model aims to develop potential new methods for future uses and experiments. Previous experiments with this type of model have shown that the model is stable when the bolts have been tightened to 7 Nm (Newton Meters) torque, and subsequently collapsed with minimal influence when the bolts were tightened to 5 Nm. Therefore, the hypothesis of this report was based on previous experiments, where the lower limit of the model seemed to be close to 5 Nm. The previous experiments didn’t measure the pressure throughout the strained rock mass, and therefore there is no hypothesis regarding this. The experiments were conducted in different ways. The bolts were tightened both in different patterns and with different torques, and the crushed rock were placed differently throughout the experiments as the model was being built. The following result of torque and pressure were presented in tables and graphs. The result showed that the hypothesis regarding the lower boundary being close to 5 Nm was not correct. The model stayed in place even when the bolts were tightened as low as 2 Nm. The model was stable at 2 Nm both with a favorable and unfavorable bottom layer of rock. Therefore, it is required to tension the bolt with torque lower than 2 Nm to determine the lower limit of stability, but that could not be tested due to the lack of proper tools.

Internationellt sett är merparten av de dammbrott som ägt rum kopplat till grundläggningen. Det är oftast kopplat till att det finns osäkerhet i de rådande grundförhållandena. Som extra säkerhet, installerades bergförankringar som en åtgärd att behandla osäkerheterna i de rådande grundförhållandena. I Sverige är merparten av kraftverksdammarna uppförda mellan 1940-och1960 talet. Det var inte ovanligt att cementingjutna slakarmerade kamstål sattes under dammarna som en extra säkerhet. När dessa bergbultar installerades var kunskapen om dess verkningssätt begränsat, då teorier om bergbultens verkningssätt började utvecklas under 70- och 80-talet. Vid dimensionering av bergförankring till dammbyggnader i nutid tillämpas RIDAS, Kraftföretagens riktlinjer för dammsäkerhet, som är upprättade av de Svenska dammägarna. I RIDAS framgår att när det endast föreligger en risk för glidning får rostfri slak armering användas som bergförstärkning och dimensioneras enligt BBK, Boverkets handbok för betongkonstruktioner, kap 3.11 "kraftöverföring genom fog". Examensarbetets inledande del är en litteraturstudie som är inriktad på den forskning som har bedrivits rörande bergbultens principiella beteende när den går till brott. Vidare i litteraturstudien har en beräkningsteori som utvecklats av Holmberg (1991) vilken beskriver en bergbults bidrag till bärförmågan för en bergspricka studerats i detalj. Teorin har även jämförts mot experimentellt utförda skjuvförsök av bergbultar. Med hjälp av den teori som presenterades i litteraturstudien genomfördes en stabilitetsanalys av en betongmonolit i utskovsdammen på en typisk Svensk vattenkraftstation. Målet var att undersöka möjligheten för bergbultarna, som är installerade i berggrunden att samverka, med ett antaget horisontell sprickplan under dammbyggnaden. Det bidrag till bärförmågan som bergbultarna och bergsprickan utgör till totalstabiliteten jämförs med de krav som ställs i RIDAS. I slutet av arbetet förs en diskussion om de presenterade teoriernas förmåga att beskriva bultens bärförmåga under olika förhållanden samt hur en bergförankring bör utformas för att säkerställa dragbrott i bulten. Efter det ges förslag på forskning rörande bergbultning som kan utföras, för att bättre förstå bergbultens principiella beteende. / Internationally, the majority of dam failures that have occurred are related to the foundation. It is usually linked to the large uncertainty in the actual propertys of the foundation. A common measure was to install rock bolts as an extra precaution in the subgrade to handle the uncertainties of the subgrade. In Sweden, most of the hydroelectric dams were constructed between 1940 and 1960. It was not uncommon that cemented reinforced rock bolts were installed in the subsoil as an extra precaution. When these rock bolts were installed, understanding of their stress handling was limited, considering the fact that the theory of the rock bolts behavior was first studied between 1970 and 1980. The first part of this thesis is a thorough review of the literature which focuses on the research that has been conducted on the fundamental behavior of the rock bolt when it fails. In this study, a computational theory describing a rock bolts load contribution to a rock joint is presented, verified against experimental shear tests performed on rock bolts. In the design of rock anchoring to the construction of reservoirs in the present application RIDAS, Power Companies' guidelines for dam safety, the guidelines is formed by the Swedish dam owners. Accordingly to RIDAS where there is only a risk for a slide in a rock joint stainless untensioned rock bolts are allowed to be used fore support and dimension according to BBK, Boverkets handbok för betongkonstruktioner, kap 3.11 "kraftöverföring genom fog". Using the theory presented in the literature review, a stability analysis of a monolith on Långbjörn PowerStation was carried out. The goal was to explore the possibility of rock bolts installed in the subgrade to interoperate with a rock joints under the dam building. The load contribution of rock bolts and the rock joints has to overall stability is compared with the requirements of the Swedish power company’s guidelines for dam safety, RIDAS. At the end of the thesis, the presented theories’ applicability under different conditions and how a rock anchor should be designed to be as efficient as possible is discussed. In conclusion, suggestions for research that can be performed on bolting, to gain better understanding of the fundamental behavior of the rock bolt are presented.

Tunnels and anthropogenic underground cavities are a very natural part of our everyday modern life. Especially in larger cities such as Stockholm where the infrastructure reaches far above ground level as well as deep below the surface. Metro, commuter train, cars along with many other ways of transportation have been moved below the surface the last century. Before then there were neither the technology nor the knowledge of how tunnels and underground cavities should be constructed so that the safety is not neglected. Several different forces are present in the bedrock below us, such as the weight of the overlying rock/strata and stresses due to tectonic, thermal, or hydrostatic forces among other. Knowledge of these forces and stresses are essential so that you will not get a piece of rock falling on your head on your way home from work with the metro. In most of the cases the roof of tunnels or underground cavities are shaped like an arch, and the stability of these arches depends on several aspects. At excavation of rock, there are natural arches in the bedrock. However, the stability of these arches depends on stresses, amount of overlying rock and the presence of rock joints and fractures (amount, directions and the characteristics of rock joints and fractures are important). These among other aspects determine the stability and the size of the arch. The natural arch in a manmade underground cavity or tunnel is seldom sufficient for it to be safe enough for humans to be in. There is a need for reinforcement of different kinds, where rock bolting is one of the most common. This bachelor’s thesis used a model to simulate arches in tunnels and cavities. The model which simulated an arch was an uplifted box (820x820x250 mm) with railroad macadam, pressure gauges and systematically placed bolts (threaded rods with nuts and washers at each end). The bottom part of the uplifted box could be removed. With a torque wrench the macadam was subjected to different torques, and the bolts were then removed according to a pattern to see at which torques and stresses the model held. The purpose of the thesis was to develop a refined method for bolt model so that controlled experiments could be done. The purpose was as well to determine how important the stresses in the rock is for the span of the arch. The thesis should also function as an instruction for future experiments at the university.  According to the results of the experiments, both lower stresses and higher stresses gave rise to a large arch span. In many cases, an even stress distribution in the model resulted in a greater arch span, but in some cases not. More experiments would have to be done to reach a reliable result. Therefore, there is great potential for other students to continue these experiments. / Tunnlar och bergrum är i modern tid så vanliga att många knappt märker att en befinner sig i ett bergrum i sin vardag. Inte minst i större städer såsom Stockholm där infrastrukturen sträcker sig högt över markytan såväl som långt ner i berggrunden. Tunnelbana, biltrafik, tågtrafik är några transportsätt som ofta har förflyttats under jord det senaste århundradet. Innan dess fanns varken tekniken eller kunskapen om hur tunnlar och bergrum ska konstrueras för att säkerheten ska vara tillräckligt hög. I berget under oss finns det flera krafter som verkar, däribland vikten från ovanliggande berg, spänningar av tektoniska, termala eller hydrostatiska ursprung. Kunskap om dessa spänningar är väsentliga för att du inte ska få ett bergblock i huvudet när åker hem från jobbet med tunnelbanan. I de allra flesta fall har bergrummet eller tunneln ett tak format som ett valv, och stabiliteten av dessa valv beror på flera aspekter. När berguttag sker finns det en naturlig valvverkan som existerar i berget. Höga spänningar, mängden överliggande berg och förekomsten av sprickor (mängd, riktningar och egenskaper hos sprickorna) är några faktorer som påverkar stabiliteten av valvet och hur stort valvet kan vara. Den naturliga valvverkan i en antropogen tunnel är sällan tillräcklig för att valvet ska hålla och vara säkert för människor ska vistas i. Det krävs bergförstärkning av olika typer, där bultförstärkning är vanligt förekommande.  Arbetet gick ut på att simulera valv i berg med hjälp av en modell. Modellen efterliknar ett tunneltak och består av en upphöjd låda (820x820x250mm) med järnvägsmakadam, systematiskt placerade bultar (stänger med bricka och mutter i varje ände) och tryckmätare. Lådan har en avtagbar botten. Experimentet gick ut på att spänna upp makadammet med olika vridmoment, och se vid vilka moment det håller när bultarna succesivt tas bort i en viss ordning. Syftet med arbetet var att ta fram en förfinad metodik för bultmodell så att kontrollerade försök kan genomföras samt fastställa spänningars betydelse för spännvidd av valv. Uppsatsen ska även kunna användas som instruktion för framtida försök vid universitetet.  Resultatet visade att en stor spännvidd uppstod vid både höga och låga spänningar. En jämnare spänningsfördelning gav i flera fall en större spännvidd, men i andra fall inte. Fler försök hade behövt göras för att säkerställa ett pålitligt resultat och det finns därmed stor potential att bygga vidare på experimenten som gjorts.

This presented phd thesis focuses on the problems of instability in the rock walls and slopes, whose manifestation is among othersv rockfall and associated risks. It describes the theoretical aspects of the description of instability and summarizes the construction methods and technologies to eliminate them. On the basis of knowledge gained from specific buildings in the Czech Republic and based on the research project solved by author, submits suggestion to optimimalization of the anchoring elements as a basic part of most remediation methods.