Relevant bibliographies by topics / Arches

Academic literature on the topic 'Arches'

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Published: 4 June 2021
Last updated: 29 July 2024

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Journal articles on the topic "Arches"

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Murnieks, Janis, Dmitrijs Serdjuks, and Karina Buka-Vaivade. "LOAD-CARRYING CAPACITY INCREASE OF ARCH-TYPE TIMBER ROOF." ENVIRONMENT. TECHNOLOGIES. RESOURCES. Proceedings of the International Scientific and Practical Conference 1 (June 20, 2019): 175. http://dx.doi.org/10.17770/etr2019vol1.4056.

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Possibility to increase load-carrying capacity of arch-type timber roof of multifunctional public building with the span equal to 60 m was analysed. Three-hinged segment arches with the rectangular glued cross-sections are considered as the main load-carrying structures in the transversal direction. Freely supported purlins with the massive rectangular cross-sections are considered as the main load-carrying structures in the longitudinal direction. The dependences between height of the arches, it bays and distances between the bracing members strengthening top and bottom zone of the arches cross-sections so as relative materials consumption and specific load-carrying capacity of the arches were obtained as the second power polynomial equations. Height of the arches and it bay changes within the limits from 10 to 30 and from 2 to 9 m, correspondingly. The distances between the bracing members strengthening top and bottom zone of the arches changes within the limits from 2 till 10 and from 4 till 16 m, correspondingly. The arch-type timber roof was considered under the action of the load combination which include structural dead weight, drifted and undrifted snow loads and wind loads. The relative materials consumption of the arches was determined as a relation between the dead weight of the arch to it span and changes within the limits from 24 till 114 kg/m. Glued and solid timber with strength classes GL24h and C24 are considered as materials of arches and purlins, correspondingly. The specific load-carrying capacity of the arches was determined as a relation between load –carrying capacity of the arche and volume of structural materials. Specific load-carrying capacity of the arches changes within the limits from 0.23 till 0.83 kN/m/t in the case, if purlins are taken into account. It was shown, that the rational from the point of view of materials consumption and specific load-carrying capacity height of the arche, it bays so as the distances between the bracing members strengthening top and bottom zone of the arches are equal to 15, 7.5, 5 and 15 m, correspondingly. Corresponding values of relative materials consumption and specific load-carrying capacity are equal to 24 and 0.23 kN/m/t. The depth and width of the arche cross-section were equal to 1617 and 318 mm, correspondingly. It was shown, that strengthening of the arches cross-section by the steel bars of strength class B500 and carbon fibre reinforced plastic tape Sika Crbo Dur S512 enables to increase load-carrying capacity of the arche by 10.20 and 9.48%, correspondingly. But common use of the steel bars together with the carbon fibre reinforced plastic tapes enables to increase load-carrying capacity of the arche by 18.89%.
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Woźniacka, Renata, Łukasz Oleksy, Agnieszka Jankowicz-Szymańska, Anna Mika, Renata Kielnar, and Artur Stolarczyk. "The Association between Symmetrical or Asymmetrical High-Arched Feet and Muscle Fatigue in Young Women." Symmetry 14, no. 1 (January 1, 2022): 52. http://dx.doi.org/10.3390/sym14010052.

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The foot arches are responsible for proper foot loading, optimal force distribution, and transmission throughout the soft tissues. Since the foot arch is an elastic structure, able to adapt to forces transmitted by the foot, it was reported that low arch is related to excessive foot pronation, while high arched foot is more rigid and inflexible. Therefore, it is also probable, that foot arch alterations may change the force transmission via myofascial chains. The objective of this study was to evaluate the effect of symmetrical and asymmetrical excessive feet arching on muscle fatigue in the distal body parts such as the lower limbs, trunk, and head. Seventy-seven women (25.15 ± 5.97 years old, 62 ± 10 kg, 167 ± 4 cm) were assigned to three groups according to the foot arch index (Group 1—both feet with normal arch, Group 2—one foot with normal arch and the other high-arched, Group 3—both feet with high-arch). The bioelectrical activity of the right and left hamstrings muscles, erector spine, masseter, and temporalis muscle was recorded by sEMG during the isometric contraction lasting for 60 s. The stable intensity of the muscle isometric contraction was kept for all the time during the measurement. Mean frequency difference (%), slope (Hz), and intercept (Hz) values were calculated for muscle fatigue evaluation. No differences were observed in fatigue variables for all evaluated muscles between the right and left side in women with symmetrical foot arches, but in the group with asymmetric foot arches, the higher muscle fatigue on the normal-arched side compared to the high-arched side was noted. Significantly greater values of the semitendinosus—semimembranosus muscle frequency difference was observed on the normal-arched side compared to the high-arched side (p = 0.04; ES = 0.52; −29.5 ± 9.1% vs. −24.9 ± 8.4%). In the group with asymmetric foot arches, a significantly higher value of lumbar erector spinae muscle frequency slope (p = 0.01; ES = 1.32; −0.20 ± 0.04 Hz vs. −0.14 ± 0.05 Hz) and frequency difference (p = 0.04; ES = 0.92; −7.8 ± 3.1% vs. −4.8 ± 3.4%) were observed on the high-arched foot side compared to the side with normal foot arching. The thoracic erector spine muscle frequency slope was significantly larger in women with asymmetrical arches than in those with both feet high-arched (right side: p = 0.01; ES = 1.25; −0.20 ± 0.08 Hz vs. −0.10 ± 0.08 Hz); (left side: p = 0.005; ES = 1,17; −0.19 ± 0.04 Hz vs. −0.13 ± 0.06 Hz) and compared to those with normal feet arches (right side: p = 0.02; ES = 0.58; −0.20 ± 0.08 Hz vs. −0.15 ± 0.09 Hz); (left side: p = 0.005; ES = 0.87; −0.19 ± 0.04 Hz vs. −0.14 ± 0.07 Hz). In the group with asymmetric foot arches, the frequency difference was significantly higher compared to those with both feet high-arched (right side: p = 0.01; ES = 0.87; −15.4 ± 6.8% vs. 10.4 ± 4.3%); (left side: p = 0.01; ES = 0.96; 16.1 ± 6.5% vs. 11.1 ± 3.4%). In the group with asymmetric foot arches, a significantly higher value of the masseter muscle frequency difference was observed on the high-arched side compared to the normal-arched side (p = 0.01; ES = 0.95; 6.91 ± 4.1% vs. 3.62 ± 2.8%). A little increase in the longitudinal arch of the foot, even though such is often not considered as pathological, may cause visible changes in muscle function, demonstrated as elevated signs of muscles fatigue. This study suggests that the consequences of foot high-arching may be present in distal body parts. Any alterations of the foot arch should be considered as a potential foot defect, and due to preventing muscle overloading, some corrective exercises or/and corrective insoles for shoes should be used. It can potentially reduce both foot overload and distant structures overload, which may diminish musculoskeletal system pain and dysfunctions.
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Bansal, Chinki, Ragini Tandon, Kamlesh Singh, Pratik Chandra, and Ravi Kumar. "Intrusion Arches." IP Indian Journal of Orthodontics and Dentofacial Research 5, no. 2 (July 15, 2019): 53–59. http://dx.doi.org/10.18231/j.ijodr.2019.012.

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Sheppard, Terry L. "PARISian arches." Nature Chemical Biology 12, no. 7 (June 17, 2016): 467. http://dx.doi.org/10.1038/nchembio.2121.

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Cherry, Haydon. "Unconnected arches." Journal of Global History 13, no. 1 (February 14, 2018): 145–49. http://dx.doi.org/10.1017/s1740022817000328.

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Hendey, Charles. "Railway arches." Structural Survey 5, no. 1 (January 1987): 32–38. http://dx.doi.org/10.1108/eb006248.

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Martin, Sara F., and Zdeněk F. Švestka. "Flaring arches." Solar Physics 116, no. 1 (March 1988): 91–118. http://dx.doi.org/10.1007/bf00171717.

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Švestka, Zdeněk F., František Fárník, Juan M. Fontenla, and Sara F. Martin. "Flaring arches." Solar Physics 123, no. 2 (September 1989): 317–41. http://dx.doi.org/10.1007/bf00149109.

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Martin, Sara F., and Zdenek F. Švestka. "Flaring arches." Solar Physics 113, no. 1-2 (January 1987): 303–4. http://dx.doi.org/10.1007/bf00147713.

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Fontenla, Juan M., Zdeněk Švestka, František Fárník, and Frances Y. Tang. "Flaring arches." Solar Physics 134, no. 1 (July 1991): 145–69. http://dx.doi.org/10.1007/bf00148745.

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Dissertations / Theses on the topic "Arches"

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Tomblin, Josh. "Buried FPR-Concrete Arches." Fogler Library, University of Maine, 2006. http://www.library.umaine.edu/theses/pdf/TomblinJX2006.pdf.

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Veitch, Emma. "Development of the pharyngeal arches." Thesis, King's College London (University of London), 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.326243.

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Ahmad, S. H. S. "Static analysis of masonry arches." Thesis, University of Salford, 2017. http://usir.salford.ac.uk/43067/.

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The aim of the present research was to provide a practical theoretical model based on elementary statics, for assessment for masonry arch bridges, that benefits from the large scale experimental programme at Salford University, together with insight gained from the Distinct Element numerical modelling work. The need for large scale laboratory controlled load tests of physical models that may be reliably confined to a specific domain of behaviour with known parameters and modelling constraints, was highlighted in chapter 2 with reference to literature. Load tests on various distributions of surcharge were carried and the mechanisms of failure observed. The numerical modelled was shown to agree with expected theoretical behaviour and shown good agreement with experimental results. A theoretical model was developed which benefitted from insight from the experimental and numerical work to provide a means of predicting the failure load of the arch-fill system for the lading arrangements carried out in the physical and numerical tests. The model provided predicted failure loads for a range of material variation within a reasonable expected range and showed promising resemblance to the physical modelling results.
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Mill, Andrew John. "Ultimate load analysis of fixed arches." Thesis, University of British Columbia, 1985. http://hdl.handle.net/2429/25121.

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The advent of Limit States Design has created the necessity for a better understanding of how structures behave when loaded beyond first local yielding and up to collapse. Because the problem of determining the ultimate load capacity of structures is complicated by geometric and material non-linearity, a closed form solution for anything but the simplest of structure is not practical. With this as motivation, the ultimate capacity of fixed arches is examined in this thesis. The results are presented in the form of dimensionless collapse curves. The form of these curves is analogous to column capacity curves in that an ultimate load parameter will be plotted as a function of slenderness. The ultimate capacity of a structure is often determined by Plastic Collapse analysis or Elastic Buckling. Plastic Collapse is attained when sufficient plastic hinges form in a structure to create a mechanism. This analysis has been proven valid for moment resisting frames subjected to large amounts of bending and whose second order effects are minimal. Elastic buckling is defined when a second order structure stiffness matrix becomes singular or negative definite. Pure elastic buckling correctly predicts the ultimate load if all components of the structure remain elastic. This may occur in slender structures loaded to produce large axial forces and small amounts of bending. Because arches are subject to a considerable amount of both axial and bending, it is clear that a reasonable ultimate load analysis must include both plastic hinge formation and second order effects in order to evaluate all ranges of arch slenderness. A computer program available at the University of British Columbia accomplishes the task of combining second order analysis with plastic hinge formation. This ultimate load analysis program, called "ULA", is interactive, allowing the user to monitor the behaviour of the structure as the load level is increased to ultimate. A second order analysis is continually performed on the structure. Whenever the load level is sufficient to cause the formation of a plastic hinge, the stiffness matrix and load vector are altered to reflect this hinge formation, and a new structure is created. Instability occurs when a sufficient loss of stiffness brought on by the formation of hinges causes the determinant of the stiffness matrix to become zero or negative. Two different load cases were considered in this work. These are a point load and a uniformly distributed load. Both load cases included a dead load distributed over the entire span of the arch. The load, either point load or uniform load, at which collapse occurs is a function of several independent parameters. It is convenient to use the Buckingham π Theorem to reduce the number of parameters which govern the behaviour of the system. For both load cases, it was necessary to numerically vary the location or pattern of the loading to produce a minimum dimensionless load. Because of the multitude of parameters governing arch action it was not possible to describe all arches. Instead, the dimensionless behaviour of a standard arch was examined and the sensitivity of this standard to various parameter variations was given. Being three times redundant, a fixed arch plastic collapse mechanism requires four hinges. This indeed was the case at low L/r. However, at intermediate and high values of slenderness, the loss of stiffness due to the formation of fewer hinges than required for a plastic mechanism was sufficient to cause instability. As well, it was determined that pure elastic buckling rarely, if ever, governs the design of fixed arches. Finally, the collapse curves were applied to three existing arch bridges; one aluminum arch, one concrete arch, and one steel arch. The ultimate capacity tended to be between three and five times the service level live loads.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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Smith, Fraser William. "Load path analysis of masonry arches." Thesis, University of Dundee, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.309634.

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Olsson, Nils. "Reliability and optimization of timber arches." Licentiate thesis, Luleå tekniska universitet, 1997. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-17258.

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Rentzelos, Theofanis. "Numerical Investigation of Rock Support Arches." Thesis, Luleå tekniska universitet, Geoteknologi, 2019. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-76698.

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The Garpenberg mine, owned by the Boliden Mining group, has established a trial area at Dammsjön orebody in order to examine the possibility of increasing the productivity of the mine. The mine uses the rill mining method with a current rill height of 15 m. In order to increase the productivity, the mine is examining the possibility of increasing the height of the rill. The trial area is located at 882 m depth surrounded by dolomite on the hangingwall and quartzitic rock on the footwall side. Rock support arches have been installed, in addition to the regular support pattern, to test their effectiveness on stabilizing the ground around the drifts. The arches have been installed in every 6 m and every 3 m in different parts of the test area. Rock samples from the trial area were brought to the university laboratory for testing. The data gathered from the laboratory tests along with the data from the monitoring of the trial area were used to develop a calibrated numerical model. A three-dimensional (3-D) model was therefore created, by using the FLAC3D numerical code. After the calibration of the model a parametric study was conducted for different rill heights and different arch spacing to investigate the performance of the arches. Specifically, the case of no arch installation along with the cases of an installed arch every 6 m and 3 m were tested, for the rill heights of 15 m, 20 m, 25 m and 30 m. The study concluded that the arches assisted in reducing the ground convergence in the production drift. The results also showed that the total height of the rill bench yields regardless of its height. After the yielding, the rockmass can no longer support itself and caves under its own weight. The larger the rill height, the larger the volume of loose rock that has to be supported and thus, higher the convergence. Furthermore, it was also observed that, significant amount of convergence in the production drift occurred during the drifting of the top drive and less during the stoping of the rill bench. This indicates that, the timely installation of the arches is an important criterion for their performance.
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Wang, Jinyan. "The three dimensional behaviour of masonry arches." Thesis, University of Salford, 2004. http://usir.salford.ac.uk/26960/.

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Most masonry arch structures behave as complex 3-dimensional structures. For the convenience of the analyst such structures are usually modelled as 2-dimensional structures with the effects of their 3-dimensional characteristics being taken into account by modifying the arch parameters and the output of the analysis. The thesis outlines a research programme which fundamentally attempts to model the 3-dimensional nature of 'real' arches. An experimental programme comprising tests on skew multi-ring brickwork arch ribs and point loading of a multi-ring brickwork square span arch with an aspect ratio of 1.25 is used to validate the modelling. The thesis will present the results from the laboratory tests. Class 'A' engineering bricks with 1:2:9 lime mortar were used to construct the two ring arch ribs. A skew angle of 45 was adopted with a square span between the interfaces of the supports of 3 metres. The square span to rise ratio was 4. The ribs were approximately 670 wide. Headers were provided to prevent ring-separations and the English method of skew arch constructions was used which resulted in the mortar bedding planes being square to the elevation at the crown and inclined to the abutments at the springings. Three-dimensional macro-models are used to simulate both the large-scale square arch tests and the two skew arch tests. The results of each of the FE analyses are compared with data obtained from the corresponding experiments. Reasonable agreement between FE analyses and experimental results has been obtained. The values and applicability of the research in engineering practice have been demonstrated.
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El-Aasar, Mounir G. "Methods of estimating forces in buried arches." Kansas State University, 1988. http://hdl.handle.net/2097/18414.

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Mallinder, P. A. "The non-linear analysis of masonry arches." Thesis, Sheffield Hallam University, 1988. http://shura.shu.ac.uk/20006/.

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The objective of the research programme has been to investigate the problems besetting the national masonry arch bridge stock and topropose enhanced means of appraisal accordingly. The programme has involved site assessments and limited experimentation together with limit state and serviceability analyses. All theoretical and empirical studies have been mounted as micro-computer software and are supported by computer graphics. Throughout, the accent is on engineering requirements in practice; the almost universal absence of as-built drawings and the involvement of natural materials whose mechanical properties are highly variable are to be noted from the outset. Initial considerations relating to the arch form, its historical context and present masonry arch assessment methods are set out in Chapter 1. Fieldwork studies are presented in Chapter 2. The concept that masonry has finite compressive strength isaccordingly considered in Chapter 3 which includes experimentation establishing the appropriate constitutive properties with respect to natural rock. A general moment-thrust response modelling is established and an original non-linear limit-state moment-thrust interaction diagram is determined. Limit state and serviceability masonry arch bridge models ofinnovatory form are included in Chapter 4. These models follow from the studies of Chapter 3 and are novel in their own right. However, the critical arguments upon which they are based demand that these models be seen as prototypes of enhanced models whose features have now been established. Overall conclusions are discussed in Chapter 5 wherein the practical factors affecting the nature of masonry arch bridges are juxtaposed with the engineering requirements imposed upon them. Modern assessment methods must afford output that is safe without being overconservative. The findings of the research programme are in keeping with this. Supporting documentation is given in the Appendices.
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Books on the topic "Arches"

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Johnson, David William. Arches. Las Vegas, Nev: KC Publications, 1985.

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1920-, McCarrick J. Edward, and Moore Chris, eds. The arches of Arches National Park. Orem, Utah: Mainstay Pub., 1991.

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Key, Richard. Arches & pergolas. New York: Dorling Kindersley Pub., 2000.

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1938-, Digby John, ed. The arches. Bridgend: Seren, 1998.

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Allen, Diane. Arches & canyonlands. [Las Vegas, NV]: KC Pubications, 1993.

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Ditchfield, Robert. Arches & Pergolas. London: C. Letts, 1992.

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Valaōras, Vasileios G. Arches iatrikēs. Athēna: Hidryma Eugenidou, 1985.

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Badian, Maya. Orchestral arches. Ottawa, ON: Lucian Badian Editions, 2006.

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1938-, Digby John, ed. The arches. Bridgend: Seren, 1998.

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Kaeppelin, Olivier, writer of supplementary textual content, ed. Les arches. Paris: Somogy éditions d'art, 2017.

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Book chapters on the topic "Arches"

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Calvo-López, José. "Arches." In Mathematics and the Built Environment, 265–329. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-43218-8_6.

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Cueto, Elías, and David González. "Arches." In Structural Integrity, 55–73. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-72935-0_3.

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Gajewski, Antoni, and Michal Zyczkowski. "Arches." In Optimal Structural Design under Stability Constraints, 155–80. Dordrecht: Springer Netherlands, 1988. http://dx.doi.org/10.1007/978-94-009-2754-4_5.

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Rusakov, A. I. "Arches." In Fundamentals of Structural Mechanics, Dynamics, and Stability, 39–48. First edition. | Boca Raton : CRC Press, 2021.: CRC Press, 2020. http://dx.doi.org/10.1201/9780429155291-7.

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Saliklis, Edmond. "Arches." In Architectural Structures, 121–42. New York: Routledge, 2022. http://dx.doi.org/10.4324/9781003180913-7.

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Como, Mario. "Masonry Arches." In Springer Series in Solid and Structural Mechanics, 133–76. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-24569-0_3.

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Como, Mario. "Masonry Arches." In Springer Series in Solid and Structural Mechanics, 129–73. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-30132-2_3.

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Calvo-López, José. "Rere-Arches." In Mathematics and the Built Environment, 331–59. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-43218-8_7.

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Karnovsky, Igor A. "Redundant Arches." In Theory of Arched Structures, 125–94. New York, NY: Springer New York, 2011. http://dx.doi.org/10.1007/978-1-4614-0469-9_3.

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Como, Mario. "Masonry Arches." In Springer Series in Solid and Structural Mechanics, 145–93. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-54738-1_3.

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Conference papers on the topic "Arches"

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Fenu, Luigi, and Giuseppe C. Marano. "Steel Truss-Type Arches Optimization Under Multi-Load Cases." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1338.

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<p>Structural optimization of arches under multi-load cases is faced. For this aim, truss-type arches are to be considered because, under different load cases, bending effects unavoidably occur in single-rib arches shaped under one load case only. An effective procedure for simultaneous topology, shape and size optimization of truss-arches under multi-load cases is proposed. For this aim, shape, size and topology variables are assembled in a unique set of variables that are simultaneously optimised by the optimization algorithm. For given Pratt-type brace pattern, different topologies have been considered by varying the node number, whereas Cubic Rational Bézier curves have been used to shape the arch chords. Optimum diameter and thickness of the circular hollow section members was also obtained. Optimization was performed in MATLAB environment, by applying a modified Differential Evolution (DE) algorithm implemented with a Constraint Domination Selection (CDS) criterion. For each design variable vector, a FEM analysis of the resulting model has been carried out by SAP2000 to evaluate the objective function value (volume) feasibility of each design variable vector in terms of structural performance. Optimal solutions have been found and compared, providing useful suggestions to consider as guidelines in truss-arche design.</p>
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Järvenpää, Esko, and Arne Jutila. "Ultimate spans and optimal rise relations of steel arches." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.0990.

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<p>Arched structures have been in use more than three thousand years. The span length of the arch in bridge construction has already exceeded 550 meters. Even longer arch bridges have been designed. The development of arch structures has not been as fast as in cable-stayed bridges during the resent 30 years, when cable-stayed bridges have reached spans more than 1100 m. However, arch structures are becoming more common, especially in bridges.</p><p>The purpose of this paper is to arouse interest in arch structures as well as to open up basic issues related to optimal arch design. The paper discusses the parabolic arch, the catenary arch, and the constant stress arch. The optimum heights, which produce the minimum amount of material, are solved. The importance of form- finding design is emphasized.</p><p>The optimum heights are solved mathematically. In addition, a non-linear iteration procedure, based on vector algebra solution, is used in finding the optimum shape of the moment-less arch. The applications of traditional graphic static and the usage of vector algebra are useful practical tools for designers, especially during the preliminary design stages.</p><p>The maximum theoretical arch spans are remarkably long. At a stress level of 500 MPa, the ultimate span of a steel arch is 19 635 m. The optimal heights of the arches are bigger than traditionally expected. For example, for a parabolic arch, the optimum span to height relation l/h is 2.309. It can also be mentioned that the optimum height ratio of 2.962, derived for the catenary arch, has so far been an unknown figure for designers.</p><p>The theoretical maximal dimensions resolved in the paper indicate that the dimensions of arches can be increased further.</p>
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Al-kuaity, Adnan. "Ultimate Strength of Parabolic Concrete Arches." In INTERNATIONAL CONFERENCE ON ARCHITECTURAL AND CIVIL ENGINEERING 2020. Cihan University-Erbil, 2021. http://dx.doi.org/10.24086/aces2020/paper.183.

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This investigation is aimed to present a simple analytical approach for predicting the ultimate strength of concrete arch using theory of plasticity. Six models of two-hinged parabolic concrete arches with and without steel reinforcement were tested under concentrated load. The observed behavior of cracking strength and collapse load of the arches tested were compared with those predicted by the analytical procedure proposed here. The arches tested were un-reinforced concrete, lightly reinforced concrete, and concrete with filing iron respectively. A Good agreement is found between the proposed analysis and test results. Tests have shown that the collapse of all arches was mainly due to the formation of two plastic hinges at a point of maximum bending moment which is similar to collapse mechanism adopted in this study. The use of light concentric steel reinforcement resulted into a significant increase in the ultimate load. This increase reaches up to three times of that without reinforcement. Ductility was also found to be greatly improved due to using steel reinforcement in arches. The procedure of analysis in this paper can give a simple guide for design of concrete arch.
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Kazmi, Syed N. R., Amal Z. Hajjaj, Pedro M. F. J. Costa, and Mohammad I. Younis. "Electrostatically Tunable Nanomechanical Shallow Arches." In ASME 2017 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/detc2017-67845.

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We report an analytical and experimental study on the tunability of in-plane doubly-clamped nanomechanical arches under varied DC bias conditions at room temperature. For this purpose, silicon based shallow arches are fabricated using standard e-beam lithography and surface nanomachining of a highly conductive device layer on a silicon-on-insulator (SOI) wafer. The experimental results show good agreement with the analytical results with a maximum tunability of 108.14% for 180 nm thick arch with a transduction gap of 1 μm between the beam and the driving/sensing electrodes. The high tunability of shallow arches paves the ways for highly tunable band pass filtering applications in high frequency range.
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Bateni, M., and M. R. Eslami. "Effect of Temperature Gradient on the Mechanical Buckling Resistance of FGM Shallow Arches." In ASME 2014 12th Biennial Conference on Engineering Systems Design and Analysis. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/esda2014-20363.

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This work presents a closed form investigation on the effect of temperature gradient on the buckling resistance of functionally graded material (FGM) shallow arches. The constituents are assumed to vary smoothly through the thickness of the arch according to the power law distribution and they are assumed to be temperature dependent. The arches subjected to the both uniform distributed radial load and central concentrated load and both boundary supports are supposed to be pinned. The temperature field is approximated by one-dimensional linear gradient through the thickness of the arch and the displacement field approximated by classical arches model. Also, Donnell type kinematics is utilized to extract the suitable strain-displacement relations for shallow arches. Adjacent equilibrium criterion is used to buckling analysis, and, critical bifurcation load is obtain in the complete presence of pre-buckling deformations. Results discloses the usefulness of using the FGM shallow arches in thermal environment because the temperature gradient enhances the buckling resistance of these structures when they are subjected to a lateral mechanical load.
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Asgari, H., and M. R. Eslami. "Nonlinear Thermal Buckling Analysis of FGM Shallow Arches Under Linear Temperature Gradient." In ASME 2014 12th Biennial Conference on Engineering Systems Design and Analysis. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/esda2014-20402.

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In this study non-linear thermal buckling of circular shallow arches made of functionally graded materials subjected to a linear temperature gradient is investigated. For this purpose, a functionally graded circular shallow arch is considered that its strain-displacement relation follows the Donnells nonlinear shallow shell theory. The material properties are varied smoothly through the arch thickness according to the power law distribution of the volume fraction of constituent materials. Also, material properties are considered temperature-dependent. The classical single layer theory assumptions that are reasonable for slender arches are implemented. To investigate the large deformations of such arch, the von-Karman type geometrical nonlinearity is utilized that is suitable for moderately large class of rotations. The virtual displacement principle and calculus of variation are employed to derive the governing equilibrium equations and complete set of boundary conditions of the FGM arch. The adjacent equilibrium criterion is employed for the stability analysis of the FGM arch. An analytical approach is accomplished and a closed-forms solution for thermal bifurcation points of the FGM shallow arches is presented. Also critical bifurcation loads corresponding to the critical temperatures with the presence of non-linear pre-buckling deformations is obtained. Illustrative results examine the effect of various involved parameters such as power law index, opening angle, geometric parameter (or otherwise length to thickness ratio). Obtained numerical results represent that, in most cases, thermal bifurcation for the FGM arches occurs in the high temperatures and the critical buckling temperatures are approximately high even for slender FGM arches. Also effective of ceramic or metal rich area at the bottom surface of the FGM arch is investigated and results are presented for both cases and are compared together. Varieties between this two cases due to contrast between material and structural stretching-bending coupling effect. Results presented illustrative the ceramic rich area at the bottom surface cause the higher critical buckling temperatures for the FGM arches.
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Werner, Jonathan, Navan Chawla, Misha Vickar, and Matthias Peltz. "Evaluation of Non-Prismatic Open Cross-Section Bridge Arch for the Toronto Port Lands Bridges." In IABSE Symposium, Prague 2022: Challenges for Existing and Oncoming Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2022. http://dx.doi.org/10.2749/prague.2022.1511.

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<p>The Cherry St North, Commissioners St, and Cherry St South bridges are a series of four signature steel tied arch bridges located in Toronto, Canada. The bridges are being constructed over the Keating Channel and a new extension of the Don River. The arch legs of the bridges are composed of non-prismatic open sections using curved plates. The centre domes at the tops of the arches are also composed of open steel plate sections with plates in double curvature. Steel plate hanger from the arches to the closed steel box tie girders serve to transfer the superstructure gravity loads to the arches. The in-plane and out-of-plane structural stability of the non-prismatic open section arch legs required detailed consideration during design. This paper discusses the various approaches used to analyse and design the arch legs, including the use of approximate methods.</p>
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Horvitz, Eric. "Bricks, arches, and cathedrals." In the 15th international conference. New York, New York, USA: ACM Press, 2011. http://dx.doi.org/10.1145/1943403.1943405.

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Taylor, Zachary J., Andrew W. Smith, Aaron G. Gradeen, J. Shayne Love, and Guy L. Larose. "Preventing the wind-induced vibration of arches during construction." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0311.

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<p>Arches are the most prominent architectural feature of tied-arch bridges and offer a dramatic visual impact. Arches rarely exhibit aerodynamic instabilities once tied to the bridge deck; however, during construction they typically have low fundamental frequencies, low inherent structural damping and low mass. This combination makes them especially vulnerable to wind-induced vibrations. The three-dimensionality of the arch shape is best examined through aeroelastic model wind tunnel testing as opposed to sectional model based approaches. In many cases vortex-induced oscillations have been observed for certain discrete stages of arch construction. In some cases, the loads induced by these vortex-induced oscillations can be tolerated by the structure; however, in other cases the responses can be sufficiently large that they must be prevented. Therefore, to prevent vortex-induced oscillations of the arches during construction, different damping strategies have been employed. Two practical methods that have been recently deployed include: (i) an in- line cable damper attached by a cable to the arch and anchored to a firm foundation, and (ii) tuned mass dampers (TMD). In this paper a background on the sources of wind-induced vibrations is presented along with methods to predict the response followed by several mitigation strategies.</p>
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Alkharabsheh, Sami, and Mohammad Younis. "Nonlinear Dynamics of MEMS Arches." In ASME 2010 International Mechanical Engineering Congress and Exposition. ASMEDC, 2010. http://dx.doi.org/10.1115/imece2010-38253.

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In this paper, the dynamic response of electrostatically actuated clamped-clamped arch microbeam is investigated when excited by a DC load superimposed to an AC harmonic load. The dynamic analysis is carried out using a Galerkin-based reduced order model along with a shooting technique to find periodic motions and analyzing its stability using a Floquet theory. Results are presented for the cases of primary and super harmonic resonances. We found several nonlinear dynamic phenomena due to the inherent nonlinear electrostatic force and geometric nonlinearity of the arch. These include frequency-amplitude dependence, jumps, tangent bifurcations, coexistence of solutions, and softening and hardening behaviors. The shooting technique showed high robustness in capturing both the stable and unstable states of the system. Hence, it helped clarify vague behaviors that were previously reported using longtime integration of the equations of motion.
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Reports on the topic "Arches"

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Demchyna, Bohdan, and Yaroslav Shydlovskyi. Recommendations for Designing Wooden Arches on Metal-toothed Plates. Intellectual Archive, March 2021. http://dx.doi.org/10.32370/ia_2021_03_18.

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This paper presents the findings of the pilot studies and recommendations for designing of two-hinged wooden arches. The prototype models of wooden arches with the span of 6mand the rise of 1m were designed. The models had a rectangular cross-section of 180x40mm and a T-section of 180x40mm with a plywood plate with the thickness of 6 mm and the width of 500mm. The main objective of the T-section was to ensure the stability of the arch. Each arch was composed of six segments –boards joined by clamping plates. The bowstring truss including two inclined tie bars enables carrying asymmetric loads and provides in-plane stability of the arch. A methodology for laboratory testing of the prototype models of wooden arches subjected to different types of loads was developed. Two prototypes of wooden arches were tested with rectangular cross-sections and two T-section ones subjected to the loading across the span, and two prototypes subjected to the half-span loading. In total, eight arches were tested. Deflections of arches, cross-section deformations and arch thrust force were recorded. The arches were tested until failure. The results of testing revealed insufficient stability of the arches with rectangular cross-section in the horizontal plane. For the arches with T-section the whole arch rib was damaged, the in-plane stability was ensured by the T-section. The collapsing force of the T-section arch was about 1.3 times greater than the collapsing force of the rectangular section arches.
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McClean, Taylor, and Lisa Parillo-Chapman. Vintage Arches. Ames: Iowa State University, Digital Repository, 2014. http://dx.doi.org/10.31274/itaa_proceedings-180814-989.

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Barbie, Alexander. ARCHES Digital Twin Framework. GEOMAR, December 2022. http://dx.doi.org/10.3289/sw_arches_core_1.0.0.

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In the Helmholtz Future Project ARCHES (Autonomous Robotic Networks to Help Modern Societies) with a consortium of partners from AWI (Alfred- Wegener-Institute Helmholtz Centre for Polar and Marine Research), DLR (German Aerospace Center), KIT (Karlsruhe Institute of Technology), and the GEOMAR (Helmholtz Centre for Ocean Research Kiel), several Digital Twins of ocean observation systems were developed by the GEOMAR and AWI. The ARCHES Digital Twin Framework is one of the results of this project. The software is based on the Robot Operating System (ROS) and is written in Python.
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Merkle, Douglas H., and Laurence D. Merkle. High Frequency Analysis of Circular Arches. Fort Belvoir, VA: Defense Technical Information Center, September 1986. http://dx.doi.org/10.21236/ada174503.

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Guo, Yan-Lin, Jia-xin Wang, and Peng Zhou. NUMERICAL INVESTIGATIONS INTO STABILITY AND DESIGN OF ARCHES WITH WEB OPENINGS. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.064.

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Weissinger, Rebecca, and Carolyn Hackbarth. Water quality in the Northern Colorado Plateau Network: Water years 2019?2022. National Park Service, 2024. http://dx.doi.org/10.36967/2304433.

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Water quality monitoring in National Park Service units of the Northern Colorado Plateau Network (NCPN) is made possible through partnerships between the National Park Service Inventory & Monitoring Division, individual park units, the U.S. Geological Survey, and the Utah Department of Environmental Quality. This report evaluates water quality data from site visits at 42 different locations within and around eight park units in Utah and Colorado from October 1, 2018 through September 30, 2022. Data are compared to state water quality standards for the purpose of providing information to park managers about potential water quality problems. Parks included for evaluation are Arches National Park (NP), Bryce Canyon NP, Canyonlands NP, Capitol Reef NP, Dinosaur National Monument (NM), Hovenweep NM, Timpanogos Cave NM, and Zion NP. Evaluation of water quality parameters relative to state water quality standards indicated that 21,644 (96.8%) of the 22,356 total designated beneficial-use evaluations completed for the period covered in this report met state water quality standards. The most common parameters that did not meet a standard include fecal indicator bacteria (Escherichia coli), water temperature, and total dissolved solids (TDS). While TDS can be an indicator of pollution, in NCPN parks, it mostly occurs downstream of rock outcrops that naturally increase TDS in streams. Phosphorus concentrations were often greater than acceptable thresholds but were rarely associated with indicators of impairment such as algal blooms, fish kills, or low dissolved oxygen. Sites monitored in Arches NP, Bryce Canyon NP, Capitol Reef NP, Dinosaur NM, Hovenweep NM, and Zion NP all had occurrences when fecal indicator bacteria concentrations were greater than associated state standards. State-coordinated plans to reduce waste contamination are in place for the North Fork Virgin River (Zion NP) and the Fremont River (Capitol Reef NP). The plans have resulted in a decrease in the number of chronic and acute standard violations at Zion. Elevated water temperatures occurred at sites in Canyonlands NP, Capitol Reef NP, and Zion NP. Water temperature is strongly correlated with air temperature in surface waters across the Colorado Plateau. Additional issues of management concern include low dissolved oxygen in Salt Wash at Wolfe Ranch (Arches NP) and Square Tower Spring (Hovenweep NM), as well as selenium in the Colorado River (Arches NP and Canyonlands NP). State-coordinated plans to reduce selenium concentrations in the Upper Colorado River basin are in place.
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Weissinger, Rebecca, and Dana Witwicki. Riparian monitoring of wadeable streams at Courthouse Wash, Arches National Park: Summary report, 2010–2019. Edited by Alice Wondrak Biel. National Park Service, November 2021. http://dx.doi.org/10.36967/nrr-2287907.

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The goal of Northern Colorado Plateau Network (NCPN) riparian monitoring is to determine long-term trends in hydrologic, geomorphic, and vegetative properties of wadeable streams in the context of changes in other ecological drivers, stressors, and processes. This information is intended to provide early warning of resource degradation and determine natural variability of wadeable streams. This report summarizes NCPN monitoring of Courthouse Wash in Arches National Park (NP) from 2010 to 2019. The focus of this report is to (1) present geomorphology and vegetation data from five reaches monitored in Courthouse Wash from 2010 to 2015, and (2) examine patterns in water availability at one monitoring reach from November 2010 to December 2019. Vegetation sampling and geomorphology surveys were suspended in 2016 due to budget cuts; this report presents baseline data for future comparisons. The NCPN has five monitoring reaches located between the inflow of Sevenmile Canyon, a major tributary, and the terminus of Courthouse Wash, at the Colorado River. Two reaches (2, 5) are located in Upper Courthouse Wash, and three (1, 4, 7) in Lower Courthouse Wash. Hydrologic monitoring wells are installed only at Reach 1. During our monitoring period, which included drought years in 2012 and 2018 and a wetter-than-average period from fall 2013 to 2014, groundwater levels showed steep declines corresponding to the start of the growing season each year. Hot, dry summers and falls in 2012, 2018, and 2019 showed the deepest troughs in groundwater levels. Active monsoon years helped elevate summer and fall groundwater levels in 2013 and 2014. Continued monitoring will help us better understand the relationship of climate and water availability at this reach. A geomorphic survey was completed once for reaches 2, 4, and 7, and twice for reaches 5 and 1. Powerful floods during our monitoring period resulted in aggradation of the channel in reaches 5 and 1, which were first surveyed in March 2013. Flooding in September 2013 resulted in an average of 0.24 meters of deposition found in the channel thalweg at Reach 1 in March 2014. Storm events in May 2014 caused additional aggradation. In March 2015, an average of 0.41 meters of deposition was recorded in the channel thalweg at Reach 5, with 0.32 meters of deposition between the vegetation transect headpins compared to the 2013 data. The riparian vegetation recorded at our monitoring reaches is consistent with an open-canopy Fremont cottonwood woodland with a diverse understory. Canopy closure ranged from 29% to 52%. Measurements were sensitive enough to detect a 10% reduction in canopy closure at Reach 5 during a pest infestation in June 2013. Canopy closure subsequently rebounded at the reach by 2015. Total obligate and facultative wetland cover ranged from 7% to 26%. Fremont cottonwood seedlings, saplings, and overstory trees were present at all reaches, indicating good potential for future regeneration of the canopy structure. These data can serve as a baseline for comparison with future monitoring efforts. One area of management concern is that exotic-plant frequency and cover were relatively high in all monitoring reaches. Exotic cover ranged from 2% to 30%. High exotic cover was related to years with high cover of annual brome grasses. High cover of exotic grasses is associated with increased wildfire risk in southwestern riparian systems, which are not well-adapted to fire. Managers should be prepared for this increased risk following wet winters that promote annual brome grass cover. Beaver activity was noted throughout bedrock-constrained reaches in Courthouse Wash. Beaver activity can reduce adjacent woody riparian vegetation cover, but it also contributes to maintaining a higher water table and persistent surface water. Climate change is likely to be an increasingly significant stressor in Courthouse Wash, as hotter, drier conditions decrease water levels and increase drought stress...
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Sminchak, Joel. SIMULATION FRAMEWORK FOR REGIONAL GEOLOGIC CO{sub 2} STORAGE ALONG ARCHES PROVINCE OF MIDWESTERN UNITED STATES. Office of Scientific and Technical Information (OSTI), September 2012. http://dx.doi.org/10.2172/1110321.

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Sminchak, Joel. SIMULATION FRAMEWORK FOR REGIONAL GEOLOGIC CO{sub 2} STORAGE ALONG ARCHES PROVINCE OF MIDWESTERN UNITED STATES. Office of Scientific and Technical Information (OSTI), September 2012. http://dx.doi.org/10.2172/1110804.

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LORENZ, JOHN C., and SCOTT P. COOPER. Interpreting Fracture Patterns in Sandstones Interbedded with Ductile Strata at the Salt Valley Anticline, Arches National Park, Utah. Office of Scientific and Technical Information (OSTI), December 2001. http://dx.doi.org/10.2172/789591.

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