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Journal articles on the topic 'Arches'

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Published: 4 June 2021
Last updated: 29 July 2024

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1

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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2

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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3

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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4

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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5

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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6

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

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7

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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8

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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9

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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10

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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11

Nair, R. Shankar. "Buckling and Vibration of Arches and Tied Arches." Journal of Structural Engineering 112, no. 6 (June 1986): 1429–40. http://dx.doi.org/10.1061/(asce)0733-9445(1986)112:6(1429).

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12

Cui, Kai, Jun Feng, and Chengyong Zhu. "A Study on the Mechanisms of Interaction between Deep Foundation Pits and the Pile Foundations of Adjacent Skewed Arches as well as Methods for Deformation Control." Complexity 2018 (2018): 1–19. http://dx.doi.org/10.1155/2018/6535123.

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The construction of deep foundation pits is characterized by heavy loads on pile foundations, complex interactions between the foundation pit and pile foundations, and stringent requirements for deformation control. In this work, FLAC3D was used to perform computational analyses on the displacement responses of pile caps and the retaining walls of foundation pits in a variety of cases and reinforcement schemes. The computational results indicate that the piles of skewed arches interact with the retaining walls of the foundation pits through soil masses. We also revealed the mechanism by which deep foundation pits interacted with the pile foundations of adjacent skewed arches. Based on the mechanisms of interaction between foundation pit excavations and the piles of skewed arches, we proposed three reinforcement schemes for controlling the deformations associated with these interactions. The arched wall reinforcement scheme could provide a satisfactory result in terms of the control of horizontal displacements in the pile foundations and project costs.
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13

Jiang, Angfeng, Deyuan Deng, Wei Dai, Xiuwen You, and Hanwen Lu. "Out-Plane Buckling of Arches with Variable Cross-Section." Buildings 13, no. 11 (November 13, 2023): 2838. http://dx.doi.org/10.3390/buildings13112838.

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The variable cross-section arch is widely used in practical engineering because of its beautiful arc and excellent mechanical properties. However, there is still no systematic and comprehensive study on the out-plane buckling of variable cross-section arches. In view of this, this paper is focused on the elastic analytical research of out-plane buckling of arches with variable cross-sections under a uniformly distributed radial local load. The pre-buckling and out-plane buckling behavior of a variable cross-sectional arch under an external load is quite different from that of an arch with a uniform cross-section. Castigliano’s second theorem is used to establish pre-buckling force method equilibrium equations for variable cross-sectional arches under a uniformly distributed radial local load, and corresponding analytical solutions of normal stress, axial compression, and the bending moments are obtained. Based on the energy method and the Ritz method, analytical solutions of the critical load for the elastic out-plane buckling of arches with variable cross-sections are derived. Comparisons with ANSYS results indicated that the analytical solutions are able to accurately predict the pre-buckling internal forces and critical out-plane buckling load of variable cross-section arches subjected to a uniformly distributed radial local load. It is found that the internal forces and the out-plane buckling load of an arch are significantly affected by the variation of cross-sectional height. As the ratio of the arch’s cross-sectional height increases, the bending moment decreases, and the axial force and critical out-plane buckling load increase. Analytical solutions of pre-buckling internal force and critical out-plane buckling load problems for arches with variable cross-sections have a wider significance since they can provide an effective explicit analytic method for the optimal design of arch structures.
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14

Hadi Kadhim, Khalid, Diyar Mohammad Hussein, and Shaima Khazaal Waad. "Some morphological structures and histological features of the gills of Binni (Mesopotamichthys sharpeyi)." Sumer 3 8, CSS 3 (October 15, 2023): 1–10. http://dx.doi.org/10.21931/rb/css/2023.08.03.63.

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This study aimed to describe some morphological and histological aspects of the binni fish's gills. Fifteen adult male binni were pulled alive from the Al-Forat River at about (24 - 28) months, immediately after death. The gills of binni were situated on each side of the head beneath a gill cover; the operculum and the gills were made of finger-like long filaments joined to the cartilaginous gill bar. From each filament, numerous fragile lamellae that resemble leaves protrude. These lamellae comprised tiny capillaries covered in plain squamous epithelial cells. The epithelium acts as a barrier between the fish's blood and the surrounding water. The first, second, third, and fourth pairs of gill arches make up the gills supported by the bone skeleton. Each arch carries a row of gill filaments on its convex side and two rows of gill rakers on its concave side. On the rostral concave border, the filaments in the two extremes of the gill were short, but the length of all the filaments was the same. The first-gill arch's lateral rakers were longer than the medial rakers, while the fourth gill arch's medial rakers were longer than the lateral rakers. The rakers, bony comb-like projections, filled the rostral region of the gill arches at the rostral concave interior side. There was interdigitation between the gill rakers of the neighboring gill arches. Each gill arch included the lateral gill rakers pointing dorsolaterally and medial gill rakers pointing dorsomedially. Filaments originate from the gill arches and are maintained by the cartilage on the caudal convex border of the primary lamellae, from which the secondary lamellae emerge. The simple squamous epithelium lined the secondary lamellae. Keywords: Binni, Gill, Morphology, Histology
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15

Myer, Donald B., and Abba Lichtenstein. "Washington, a City of Beautiful Bridges: Paradigms to Emulate." Transportation Research Record: Journal of the Transportation Research Board 1549, no. 1 (January 1996): 18–34. http://dx.doi.org/10.1177/0361198196154900103.

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Washington enjoys a unique international focus as a city planned for beauty. It incorporates a monumental baroque plan superimposed on a topography bordered by rivers and hills. Marble monuments and governmental structures carefully range a tree-lined formal landscape in the city's core. Fiercely protected height limits assure as a centerpiece the Capitol dome and monument-lined Mall. Conscious planning and architectural aesthetic effort have resulted in bridges that are an integral part of the nation's capital in 1996. Its structures reveal history, engineering excellence, and undeniable aesthetic import. Six bridges defend this thesis: Arlington Memorial Bridge, sculpture and arches formally carrying the Mall across the Potomac River; Francis Scott Key Bridge, high concrete arches whose silhouette are a major feature of the Potomac Palisades; William Howard Taft Bridge, engineering tour de force (largest unreinforced concrete structure in the world), carrying one of the city's main avenues across Rock Creek Park on multiple arches; Dumbarton Bridge, integrating architecture and sculpture in the parkscape while solving a street misalignment across Rock Creek Park; Connecticut Avenue Bridge over Klingle Valley, Art Deco steel-arched structure; and John Phillip Sousa Bridge, early 20th century axial connection of Pennsylvania Avenue, S.E., over the Anacostia River. Steel, concrete, arches, and trusses make up the aesthetic components of these structures, each in a unique visual context.
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16

Gavin, Henri P., and Kathryn J. Reilly. "Submerged Funicular Arches." Journal of Structural Engineering 126, no. 5 (May 2000): 627–29. http://dx.doi.org/10.1061/(asce)0733-9445(2000)126:5(627).

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17

Bialostocki, Jan. "Rembrandt's Basket Arches." Netherlands Yearbook for History of Art / Nederlands Kunsthistorisch Jaarboek 38, no. 1 (1987): 16–20. http://dx.doi.org/10.1163/22145966-90000023.

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18

Petroski, Henry. "Arches and Domes." American Scientist 99, no. 2 (2011): 111. http://dx.doi.org/10.1511/2011.89.111.

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19

Beecroft, Gregory D. "Refurbishing railway arches." Structural Survey 10, no. 4 (April 1992): 349–54. http://dx.doi.org/10.1108/02630809210028342.

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20

Leitman, M. J., and P. Villaggio. "Optimal parabolic arches." International Journal of Engineering Science 48, no. 11 (November 2010): 1433–39. http://dx.doi.org/10.1016/j.ijengsci.2010.03.005.

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21

Phillipson, A., and L. Klenerman. "Footprints and arches." Journal of Bone and Joint Surgery. British volume 75-B, no. 1 (January 1993): 163. http://dx.doi.org/10.1302/0301-620x.75b1.8421021.

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22

Hanlon, Don. "Arches and Culture." Nexus Network Journal 8, no. 2 (October 2006): 67–72. http://dx.doi.org/10.1007/s00004-006-0018-6.

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23

Youssef, Hani, Hani Sa`ad Ahmad, and Mohammad Khalil. "BIM FOR DOCUMENTING ISLAMIC ARCHITECTURAL ELEMENTS (ARCHES, FATIMY POINTED ARCHES)." Journal of Al-Azhar University Engineering Sector 16, no. 61 (October 1, 2021): 1313–29. http://dx.doi.org/10.21608/auej.2021.207707.

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24

Burgess, Stuart, Alex Beeston, Joshua Carr, Kallia Siempou, Maya Simmonds, and Yasmin Zanker. "A Bio-Inspired Arched Foot with Individual Toe Joints and Plantar Fascia." Biomimetics 8, no. 6 (September 26, 2023): 455. http://dx.doi.org/10.3390/biomimetics8060455.

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This paper presents the design and testing of an arched foot with several biomimetic features, including five individual MTP (toe) joints, four individual midfoot joints, and plantar fascia. The creation of a triple-arched foot represents a step further in bio-inspired design compared to other published designs. The arched structure creates flexibility that is similar to human feet with a vertical deflection of up to 12 mm. The individual toe joints enable abduction–adduction in the forefoot and therefore a natural pronation motion. Adult female bone data was obtained and converted into a CAD model to accurately identify the location of bones, joints, and arches. An analytical model is presented that gives the relationship between the vertical stiffness and horizontal stiffness of the longitudinal arches and therefore allows the optimization of stiffness elements. Experimental tests have demonstrated a vertical arch stiffness of 76 N/mm which is similar to adult human feet. The range of movement of the foot is similar to human feet with the following values: dorsi-plantarflexion (28°/37°), inversion-eversion (30°/15°), and abduction–adduction (30°/39°). Tests have also demonstrated a three-point contact with the ground that is similar to human feet.
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25

Chen, Huadong, Suli Ma, and Jun Zhang. "Observations of Overlying Extreme-ultraviolet Arches confining the eruption of a Filament." Proceedings of the International Astronomical Union 8, S300 (June 2013): 403–4. http://dx.doi.org/10.1017/s1743921313011289.

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AbstractUsing the multi-wavelength data from AIA/SDO, we report a failed filament eruption, which was associated with an X1.9 flare, but without any distinct CME, coronal dimming or EUV wave. Some magnetic arches above the filament was observed distinctly in EUV channels, especially in 94 Å and 131 Å, before and during the filament eruption. Our results show that the overlying arcades expanded along with the ascent of the filament at first until they reached a projected height of about 49 Mm above the Suns surface, where they stopped. The following filament material was observed to be confined by the stopped EUV arches and not to escape from the Sun. These results support that the overlying arcades play an important role in preventing the filament to erupt outward successfully.
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26

Palathingal, Safvan, and G. K. Ananthasuresh. "Analytical modelling of spatial deformation pathways in planar and spatial shallow bistable arches." Proceedings of the Royal Society A: Mathematical, Physical and Engineering Sciences 475, no. 2227 (July 2019): 20190164. http://dx.doi.org/10.1098/rspa.2019.0164.

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We analyse spatial bistable arches and present an analytical model incorporating axial, two transverse bending and torsion energy components. We extend the St. Venant and Michell relationship used in flexural-torsional buckling of planar arches and use it in modelling spatial arches. We study deformation pathways in spatial arches and their effect on critical characteristics of bistability such as back and forth switching forces, and the distance travelled by a point of the arch. We show that not considering spatial deformation leads to incorrect inferences concerning the bistability of planar arches too. Thus, this model serves as a generalized framework for the existing analysis on planar arches since they belong to a subset of spatial arches. Additionally, the effects of eccentric loading on spatial deformations are explored for arches with a range of as-fabricated shapes and boundary conditions, and the results are validated with finite-element analysis.
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27

Melyokhin, Evgeniy A. "Translucent Arched Roofing Made of Modular Trihedral Trusses." Light & Engineering, no. 02-2023 (April 2023): 55–66. http://dx.doi.org/10.33383/2023-013.

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In modern conditions, there is an increasing role for the construction of multifunctional buildings based on universal load-bearing structures of frame systems to take advantage of mass construction. The developed universal arched covering made of modular trihedral trusses can be used for multi-purpose production, storage and auxiliary buildings of various industries, as well as buildings of sporting and socio-cultural purposes. The arrangement of light apertures along the full length of the external contour of the steel lattice arches makes it possible to form a uniform background of daylighting. Directly on the inclined lattice edges of the arches, sunscreens can be placed. Changing the spacing and width of the steel lattice arches makes it possible to regulate the area of light openings and influence changes in the parameters of daylighting and insolation of the building. The aim of the research is to evaluate the design features and layout of the universal arch cover for a translucent cover with a fragmented combined system of daylight and insolation for public and industrial buildings of different technological specialization. The research methodology is based on the use of graph-analytical methods on the placement of geometric bodies in space from the condition of striving to minimize their dimensions. Analytical dependences influencing the formation of the geometric layout of lattice arch structures are presented. The results of assembling the arched coverage of a sports hall from the segments of modular trihedral trusses for different spans are given. Conclusions are formulated according to the results of the research and recommendations are given for further investigations of the presented structures.
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28

Shi, Jun, Kangkang Yang, Kaikai Zheng, Jiyang Shen, Guangchun Zhou, and Yanxia Huang. "AN INVESTIGATION INTO WORKING BEHAVIOR CHARACTERISTICS OF PARABOLIC CFST ARCHES APPLYING STRUCTURAL STRESSING STATE THEORY." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 25, no. 3 (March 7, 2019): 215–27. http://dx.doi.org/10.3846/jcem.2019.8102.

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This paper conducts the experimental and simulative analysis of stressing state characteristics for parabolic concretefilled steel tubular (CFST) arches undergoing vertical loads. The measured stain data is firstly modeled as the generalized strain energy density (GSED) to describe structural stressing state mode. Then, the normalized GSED sum Ej,norm at each load Fj derives the Ej,norm-Fj curve reflecting the stressing state characteristics of CFST arches. Furthermore, the Mann-Kendall criterion is adopted to detect the stressing state change of the CFST arch during its load-bearing process, leading to the revelation of a vital stressing state leap characteristic according to the natural law from quantitative change to qualitative change of a system. The revealed qualitative leap characteristic updates the existing definition of the CFST arch’s failure load. Finally, the accurate formula is derived to predict the failure/ultimate loads of CFST arches. Besides, a method of numerical shape function is proposed to expand the limited strain data for further analysis of the stressing state submodes. The GSED-based analysis of structural stressing state opens a new way to recognize the unseen working behavior characteristics of arch structures and the updated failure load could contribute to the improvement on the structural design codes.
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29

Schilling, T. F., T. Piotrowski, H. Grandel, M. Brand, C. P. Heisenberg, Y. J. Jiang, D. Beuchle, et al. "Jaw and branchial arch mutants in zebrafish I: branchial arches." Development 123, no. 1 (December 1, 1996): 329–44. http://dx.doi.org/10.1242/dev.123.1.329.

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Jaws and branchial arches together are a basic, segmented feature of the vertebrate head. Seven arches develop in the zebrafish embryo (Danio rerio), derived largely from neural crest cells that form the cartilaginous skeleton. In this and the following paper we describe the phenotypes of 109 arch mutants, focusing here on three classes that affect the posterior pharyngeal arches, including the hyoid and five gill-bearing arches. In lockjaw, the hyoid arch is strongly reduced and subsets of branchial arches do not develop. Mutants of a large second class, designated the flathead group, lack several adjacent branchial arches and their associated cartilages. Five alleles at the flathead locus all lead to larvae that lack arches 4–6. Among 34 other flathead group members complementation tests are incomplete, but at least six unique phenotypes can be distinguished. These all delete continuous stretches of adjacent branchial arches and unpaired cartilages in the ventral midline. Many show cell death in the midbrain, from which some neural crest precursors of the arches originate. lockjaw and a few mutants in the flathead group, including pistachio, affect both jaw cartilage and pigmentation, reflecting essential functions of these genes in at least two neural crest lineages. Mutants of a third class, including boxer, dackel and pincher, affect pectoral fins and axonal trajectories in the brain, as well as the arches. Their skeletal phenotypes suggest that they disrupt cartilage morphogenesis in all arches. Our results suggest that there are sets of genes that: (1) specify neural crest cells in groups of adjacent head segments, and (2) function in common genetic pathways in a variety of tissues including the brain, pectoral fins and pigment cells as well as pharyngeal arches.
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30

Nayak, Pralaya Kishore. "Double C1 Posterior Arches." Journal of Neurosciences in Rural Practice 08, S 01 (August 2017): S161—S162. http://dx.doi.org/10.4103/jnrp.jnrp_148_17.

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31

Sonleitner, Frank J. "Pharyngeal Arches in Question." American Biology Teacher 63, no. 6 (August 1, 2001): 392. http://dx.doi.org/10.2307/4451141.

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32

Malouf, Fred. "New Music Theatre: Arches." Computer Music Journal 16, no. 2 (1992): 86. http://dx.doi.org/10.2307/3680719.

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33

Orobey, V. F., O. F. Daschenko, and O. M. Lymarenko. "AUTOMATION OF ARCHES CALCULATION." Odes’kyi Politechnichnyi Universytet. Pratsi, no. 2(52) (September 26, 2017): 10–17. http://dx.doi.org/10.15276/opu.2.52.2017.02.

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34

Heyman, J. "Equilibrium of masonry arches." Proceedings of the Institution of Civil Engineers - Engineering and Computational Mechanics 163, no. 3 (September 2010): 129–33. http://dx.doi.org/10.1680/eacm.2010.163.3.129.

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35

Macskási, R. "Investigation of masonry arches." Proceedings of the Estonian Academy of Sciences. Engineering 8, no. 3 (2002): 147. http://dx.doi.org/10.3176/eng.2002.3.01.

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36

Gorelick, Root. "Sclerocactus parviflorusAmongst the Arches." Cactus and Succulent Journal 86, no. 1 (January 2014): 37–39. http://dx.doi.org/10.2985/015.086.0102.

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37

COOKE, N. "INSTABILITY OF MASONRY ARCHES." Proceedings of the Institution of Civil Engineers 83, no. 3 (September 1987): 497–515. http://dx.doi.org/10.1680/iicep.1987.238.

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38

Lohr, M. E., J. S. Clark, F. Najarro, L. R. Patrick, P. A. Crowther, and C. J. Evans. "The Arches cluster revisited." Astronomy & Astrophysics 617 (September 2018): A66. http://dx.doi.org/10.1051/0004-6361/201832670.

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We have carried out a spectroscopic variability survey of some of the most massive stars in the Arches cluster, using K-band observations obtained with SINFONI on the VLT. One target, F2, exhibits substantial changes in radial velocity (RV); in combination with new KMOS and archival SINFONI spectra, its primary component is found to undergo RV variation with a period of 10.483 ± 0.002 d and an amplitude of ~350 km s−1. A secondary RV curve is also marginally detectable. We reanalysed archival NAOS-CONICA photometric survey data in combination with our RV results to confirm this object as an eclipsing SB2 system, and the first binary identified in the Arches. We have modelled it as consisting of an 82 ± 12 M⊙ WN8–9h primary and a 60 ± 8 M⊙ O5–6 Ia+ secondary, and as having a slightly eccentric orbit, implying an evolutionary stage prior to strong binary interaction. As one of four X-ray bright Arches sources previously proposed as colliding-wind massive binaries, it may be only the first of several binaries to be discovered in this cluster, presenting potential challenges to recent models for the Arches’ age and composition. It also appears to be one of the most massive binaries detected to date; the primary’s calculated initial mass of ≳120 M⊙ would arguably make this the most massive binary known in the Galaxy.
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39

Clark, J. S., M. E. Lohr, F. Najarro, H. Dong, and F. Martins. "The Arches cluster revisited." Astronomy & Astrophysics 617 (September 2018): A65. http://dx.doi.org/10.1051/0004-6361/201832826.

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Context. Located within the central region of the Galaxy, the Arches cluster appears to be one of the youngest, densest, and most massive stellar aggregates within the Milky Way. As such, it has the potential to be uniquely instructive laboratory for the study of star formation in extreme environments and the physics of very massive stars. Aims. To realise this possibility, the fundamental physical properties of both cluster and constituent stars need to be robustly determined; tasks we attempt here. Methods. In order to accomplish these goals we provide and analyse new multi-epoch near-IR spectroscopic data obtained with the VLT/SINFONI and photometry from the HST/WFC3. We are able to stack multiple epochs of spectroscopy for individual stars in order to obtain the deepest view of the cluster members ever obtained. Results. We present spectral classifications for 88 cluster members, all of which are WNLh or O stars: a factor of three increase over previous studies. We find no further examples of Wolf–Rayet stars within the cluster; importantly no H-free examples were identified. The smooth and continuous progression in spectral morphologies from O super/hypergiants through to the WNLh cohort implies a direct evolutionary connection. We identify candidate giant and main sequence O stars spectroscopically for the first time. No products of binary evolution may be unambiguously identified despite the presence of massive binaries within the Arches. Conclusions. Notwithstanding difficulties imposed by the highly uncertain (differential) reddening to the Arches, we infer a main sequence/luminosity class V turn-off mass of ~30−38 M⊙ via the distribution of spectral types. Analysis of the eclipsing binary F2 suggests current masses of ~80 M⊙ and ~60 M⊙ for the WNLh and O hypergiant cohorts, respectively; we conclude that all classified stars have masses >20 M⊙. An age of ~2.0−3.3 Myr is suggested by the turn-off between ~O4-5 V; constraints imposed by the supergiant population and the lack of H-free WRs are consistent with this estimate. While the absence of highly evolved WC stars strongly argues against the prior occurrence of SNe within the Arches, the derived age does accommodate such events for exceptionally massive stars. Further progress will require quantitative analysis of multiple individual cluster members in addition to further spectroscopic observations to better constrain the binary and main sequence populations; nevertheless it is abundantly clear that the Arches offers an unprecedented insight into the formation, evolution and death of the most massive stars nature allows to form.
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Clark, J. S., M. E. Lohr, L. R. Patrick, and F. Najarro. "The Arches cluster revisited." Astronomy & Astrophysics 623 (March 2019): A84. http://dx.doi.org/10.1051/0004-6361/201834529.

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The Arches is one of the youngest, densest and most massive clusters in the Galaxy. As such it provides a unique insight into the lifecycle of the most massive stars known and the formation and survival of such stellar aggregates in the extreme conditions of the Galactic Centre. In a previous study we presented an initial stellar census for the Arches and in this work we expand upon this, providing new and revised classifications for ∼30% of the 105 spectroscopically identified cluster members as well as distinguishing potential massive runaways. The results of this survey emphasise the homogeneity and co-evality of the Arches and confirm the absence of H-free Wolf-Rayets of WC sub-type and predicted luminosities. The increased depth of our complete dataset also provides significantly better constraints on the main sequence population; with the identification of O9.5 V stars for the first time we now spectroscopically sample stars with initial masses ranging from ∼16 M⊙ to ≥120 M⊙. Indeed, following from our expanded stellar census we might expect ≳50 stars within the Arches to have been born with masses ≳60 M⊙, while all 105 spectroscopically confirmed cluster members are massive enough to leave relativistic remnants upon their demise. Moreover the well defined observational properties of the main sequence cohort will be critical to the construction of an extinction law appropriate for the Galactic Centre and consequently the quantitative analysis of the Arches population and subsequent determination of the cluster initial mass function.
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Vilnay, Oren, and Sun‐Sum Cheung. "Stability of Masonry Arches." Journal of Structural Engineering 112, no. 10 (October 1986): 2185–99. http://dx.doi.org/10.1061/(asce)0733-9445(1986)112:10(2185).

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42

Stolte, A. "The Arches Mass Function." EAS Publications Series 6 (2003): 289. http://dx.doi.org/10.1051/eas:2003033.

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43

Tang, Man-Chung. "The art of arches." Structure and Infrastructure Engineering 11, no. 4 (August 20, 2014): 443–49. http://dx.doi.org/10.1080/15732479.2014.951858.

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Sprekels, Jürgen, and Dan Tiba. "Sur les arches lipschitziennes." Comptes Rendus de l'Académie des Sciences - Series I - Mathematics 331, no. 2 (July 2000): 179–84. http://dx.doi.org/10.1016/s0764-4442(00)01599-8.

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Gattas, Joseph M., Weilin Lv, and Yan Chen. "Rigid-foldable tubular arches." Engineering Structures 145 (August 2017): 246–53. http://dx.doi.org/10.1016/j.engstruct.2017.04.037.

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Sahoo, Subhrajeet Narayan. "Intrusion Arches in Orthodontics." Indian Journal of Public Health Research & Development 10, no. 11 (2019): 1663. http://dx.doi.org/10.5958/0976-5506.2019.03784.7.

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Sham, Jorge Chen. "En “Arches Monument”, Utah." Confluencia: Revista Hispánica de Cultura y Literatura 32, no. 1 (2016): 235–36. http://dx.doi.org/10.1353/cnf.2016.0049.

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48

Graham, Anthony, and Alexa Smith. "Patterning the pharyngeal arches." BioEssays 23, no. 1 (December 21, 2000): 54–61. http://dx.doi.org/10.1002/1521-1878(200101)23:1<54::aid-bies1007>3.0.co;2-5.

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49

Brooks, David. "The City of Arches." New Contree 45 (September 25, 1999): 3. http://dx.doi.org/10.4102/nc.v45i0.444.

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50

Glisic, Branko. "New in Old: Simplified Equations for Linear-elastic Symmetric Arches and Insights on Their Behavior." Journal of the International Association for Shell and Spatial Structures 61, no. 3 (September 1, 2020): 227–40. http://dx.doi.org/10.20898/j.iass.2020.006.

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Closed-form equations for determination of reactions and internal forces of linear-elastic symmetric arches with constant cross-sections are derived. The derivation of the equations was initially made for segmental, threehinged, two-hinged, and hingeless arches. Not all derived equations are simple, but still not excessively complex to apply, and they reveal several new insights into the structural behavior of arches. The first is an extremely simple approximate equation for horizontal reactions of a hingeless arch under self-weight, which could be also applied with excellent accuracy to catenary and parabolic arches, and with a desirable level of accuracy to two- and three-hinged arches with a relatively wide range of geometries. The second insight is an approximately linear relationship between reactions and between internal forces of arches with different structural systems, which helps understand the global structural behavior of arches in a new way and enables inference of some other insights presented in the paper. The third insight reflects the relationships between normal force distribution and its eccentricity in different types of arches. Finally, the fourth insight regards the comparison of behavior of arches under the self-weight with those loaded with uniformly distributed load along their span.
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