The main aim of this master´s thesis is design and Cheb load-carrying steel structure of railway station in two variatons. A given object is situated in Ústí nad Orlicí.The steel structure is created by central nave, his dimensions is 30,0 x 30,0 m, and two secondary naves and his dimensions is 18,0 x 18,0 m.The central nave is two-storey height 12,4 m and secondary nave is single-storey height 5,5 m. Carrying building systém is created croos-column links, which are composed pipes. Cross-links are saved on fixed columns. The calculation was done through the use of Scia Engineer 2008 program and by myself alone.

The object of this thesis is to design and assess steel structure of multi-storey office center in Nový Jičín. The object is supposed to have an rectangular shape with dimensions 54 x 72 m and roofed atrium in the middle. The object has 6 overground floors. Roof height is 29 m. Two construction variants were designed and assessed. Longitudinal and transverse rigity of variant A is ensured by truss bracings and variant B is braced by bracing frames. Floor structurs of both variants are made of steel secondary and primary beams, which are supported by steel columns. Facade and atrium roof cladding is made of glass panels.

The governing set of regulations for structural engineering in Sweden used to be Boverket, BKR. However in the beginning of the 21st century a changeover to new regulations, the Eurocodes, started. The transition was completed in year 2011 when the Eurocodes became the mandatory design work policy for all countries within the European Union. The Eurocodes were implemented to simplify and remove potential barriers to trade that may exist when countries have different design rules.  Since the changeover it has been important for all construction companies to update their knowledge base and their design software. When comparing the two calculation processes they seem similar, but there are a couple of differences worth noting.  With the new regulations, engineers will find that the process when designing joints in timber structures has changed.  What used to be a fairly easy and straight forward calculation procedure has now become tedious and time consuming. The objective of this degree project is to present a product, a dimensioning tool that will help structural engineers when computing lateral load carrying joints in timber structures. The degree project is made up of two parts where the first part is the written report describing the background and theory behind load carrying computations. The second part of the project is the actual dimensioning tool which includes several worksheets in Microsoft Excel. The program treats single and double shear connections of the following: Nail joints Screw joints Steel plates (thick and thin types)  The user can edit the following parameters: Type of plate/ number of shears Strength class of timber members Member and plate size Type of fastener Diameter of fastener Length of fastener Yield moment of fastener kmod and partial factors for design load carrying capacity The dimensioning tool was created and developed in collaboration with structural engineers at the company Byggteknik AB. By request, a results documentation sheet was developed with intended use for project presentations and project reviews.

The theme of this work is design and check load-carrying steel structure of motor show in two variations. A given object is situated in Uherske Hradiste. The steel structure is created by two objects (main and adjoining), whose plans are partly overlaid. Main object has circular ground plan and adjoining object has rectangular ground plan. Building is two-storey. For analysis of internal forces, was constructed virtual spatial model, which was used for an optimization of partial bars for both limit states. The cladding will be made by system of roof panels Brollo and Rockwell. The wall facing will be glass wide, from isolation glasses Stavebni sklo and wall panels Brollo.

Planetengetriebe zeichnen sich aufgrund der Leistungsverzweigung durch eine hohe Leistungsdichte und kompakte Bauweise bei koaxialer Drehmomentweiterführung aus. Ihre Anwendung überspannt verschiedene Einsatzgebiete, so zum Beispiel hochpräzise Roboterantriebe, Leistungsindustriegetriebe, Windenergieanlagen sowie sicherheitsrelevante mechatronische Module im Antriebsstrang der Luft- und Raumfahrttechnik. Eine sichere Berechnungsgrundlage ist deshalb zur Prozesssicherheit, Wettbewerbsfähigkeit und Ressourcenschonung von hoher Bedeutung. Planetenräder, welche direkt auf dem Planetenbolzen gelagert sind, können als Zahnkranz ausgeführt werden. In Abhängigkeit von Kranzdicke und -durchmesser ändert sich die Kranzelastizität und damit verbunden auch die Zahnfußbeanspruchung. Folglich können Zahnkränze nicht zwangsläufig mit den gleichen Vorschriften wie Vollräder berechnet werden. In einigen internationalen und nationalen Arbeiten sind schon theoretische Grundlagenuntersuchungen zur Beanspruchungscharakteristik elastischer Außenverzahnungen durchgeführt worden. Unter Umständen kann es zu einer Verlagerung des Zugspannungsmaximums in einen Bereich außerhalb des betrachteten Zahneingriffs kommen. Die Betrachtungen zur Zahnfußbeanspruchung können also nicht auf die Lastzähne beschränkt bleiben, sondern müssen analog zur Innenverzahnung mit elastischem Kranz am gesamten Umfang betrachtet werden. Der als Zahnkranz ausgeführte Planet erfährt neben den Belastungen durch die Zahnkräfte auch Zwänge durch Umgebungsgeometrie und Drehbewegung. Die Anteile der einzelnen Einflüsse aus Kraft- und Momenteneinleitungen an den Lastzähnen, der Lastreaktionen aus der Lagerung sowie Lasteinleitungen durch Fliehkräfte sind stark abhängig von der Elastizität des Kranzes und der Getriebekinematik. Ziel der theoretischen Untersuchungen der vorliegenden Arbeit ist die Erstellung eines detaillierten, analytischen und geschlossen lösbaren Berechnungsganges bezüglich der Zahnfußtragfähigkeit. Des Weiteren wird eine Berechnungsmethode, basierend auf numerisch ermittelten Kerbspannungen, entwickelt. Mittels ausgewählter experimenteller Untersuchungen durch Dauerfestigkeitsversuche und quasistatische Messversuche mit Dehnungsmessstreifen in der Zahnfußausrundung soll der ermittelte Berechnungsgang praxisnah überprüft werden.:Formelzeichenverzeichnis XI 1. Einleitung und Problemstellung 1 2. Stand des Wissens 3 2.1. Grundlagen zu Zahnradgetrieben 3 2.1.1. Historischer Abriss 3 2.1.2. Typische Verzahnungsschäden im Betrieb 5 2.1.3. Historische Entwicklung der Berechnung der Zahnfußtragfähigkeit 9 2.2. Normative Berechnungsverfahren zur Zahnfußtragfähigkeit von außenverzahnten Stirnradgetrieben 12 2.3. Historie des Forschungsstandes zu elastischen Verzahnungen 14 3. Analyse des Systems elastisches Planetenrad 21 3.1. Belastung und Beanspruchung im Zahnfuß 21 3.2. Planetenlagerreaktion 23 3.3. Fliehkrafteinfluss 26 4. Entwicklung eines angepassten Tragfähigkeitsnachweises 31 4.1. Beanspruchungsermittlung unter Nutzung numerischer Methoden 31 4.1.1. Beschreibung der Zahngeometrie 32 4.1.2. Lasten und Randbedingungen 43 4.1.3. Besondere Anforderungen an das FE-Modell 46 4.1.4. Sensitivitätsanalyse 47 4.1.5. Auswertung der ermittelten Beanspruchungen 49 4.1.6. Berechnung der Doppelamplituden und Mittelspannung der Zahnfußbeanspruchung 51 4.2. Beanspruchungsermittlung unter Nutzung analytischer Methoden 51 4.2.1. Bestimmung der Zahnbiegenennspannung 52 4.2.2. Bestimmung der Kranznennspannung infolge der angreifenden Zahnkräfte 52 4.2.3. Bestimmung der Kranznennspannung infolge der Fliehkräfte 57 4.2.4. Lösung der statisch unbestimmten Größen 59 4.2.5. Analytische Berechnung der Ringdeformation 62 4.2.6. Ermittlung des versteifenden Einflusses der Verzahnung 63 4.2.7. Spannungskorrekturfaktoren 64 4.2.8. Berechnung der Doppelamplitude und Mittelspannung der Zahnfußbeanspruchung 67 4.3. Beanspruchbarkeitsermittlung 71 4.3.1. Ermittlung der Dauerfestigkeit bei allgemein wechselnder Beanspruchung 71 4.3.2. Ermittlung der zulässigen Zahnfußspannung 73 4.4. Berechnung der Tragfähigkeit 74 4.4.1. Grenzen und Einschränkungen 75 4.4.2. Lokaler Nachweis 75 4.4.3. Nennspannungsnachweis 76 5. Methodenträger 79 6. Experimentelle Untersuchungen 83 6.1. Versuche zur lokalen Zahnfußbeanspruchung 83 6.1.1. Prüfstandsaufbau 83 6.1.2. Versuchsdurchführung 87 6.1.3. Auswertung der Messergebnisse 90 6.1.4. Vergleich mit FE-Resultaten 96 6.2. Versuche zur Tragfähigkeitsberechnung 99 6.2.1. Prüfstandsaufbau 99 6.2.2. Angewandte Verfahren zur Durchführung und Auswertung der Ermüdungsversuche 103 6.2.3. Ermittlung von grundlegenden Versuchsparametern 103 6.2.4. Versuchsdurchführung und Dokumentation 105 6.2.5. Auswertung der Versuchsergebnisse 108 7. Zusammenfassung und Ausblick 117 Abbildungsverzeichnis 121 Tabellenverzeichnis 124 Literaturverzeichnis 127 A. Anhang 135 A.1. Berechnungsbeispiel erweiterte Zahnfußtragfähigkeitsberechnung 137 A.2. Alternative Berechnung der Schnittreaktionen für die Lagerreaktion als Einzellasten 149 A.3. Gleichungen zur analytischen Berechnung der Kranzdeformation 151 A.4. Unterlagen quasistatischer Planetengetriebeprüfstand 155 A.4.1. Verzahnungsdaten Prüfstand 155 A.4.2. Datenblatt DMS-Ketten Zahnfuß 156 A.4.3. Konturscans Zahnlücke 157 A.4.4. Zusammenbauzeichnung Prüfstand 161 A.4.5. Zeichnungen Planetenräder 162 A.5. Unterlagen Zwischenradprüfstand 171 A.5.1. Verzahnungsdaten Prüfstand 171 A.5.2. Konturscans Zahnlücke 172 A.5.3. Versuchsdaten 174 A.5.4. Ermittlung der Werkstoffkennwerte 181 A.5.5. Werkstoffuntersuchungen 182 A.5.6. Zusammenbauzeichnung Prüfstand 186 A.5.7. Schnittdarstellung Prüfgetriebe 187 A.5.8. Schnittdarstellung Rückgetriebe 188 A.5.9. Zeichnungen Prüfritzel 189 A.5.10. Zeichnungen Gegenräder 193 / Due to the power split, planetary gearboxes are characterised by a high power density and compact design at coaxial torque transmission. Their application ranges across various fields of use, such as high-precision robot drives, industrial gearboxes, wind turbines, and safetyrelevant mechatronic modules in the drive trains of aerospace systems. A reliable calculation method is therefore of great importance for process reliability, competitiveness and resource efficiency. Planet gears that are beared directly on the planet carrier pin can be designed as a gear rim. Depending on the rim thickness and diameter, the rim elasticity and the tooth root stress changes. Therefore, rims cannot be calculated with the same standards as solid gears. Theoretical research on the stress characteristics of elastic external gears has already been conducted in several international and national papers. Under certain circumstances, a shift of the tensile stress maximum to a region outside the considered tooth meshing is possible. The evaluation of the tooth root stress can therefore not be limited to the loaded teeth but must be expanded to the entire circumference analogous to the internal gearing with elastic rim. The planet designed as a gear rim experiences constraints due to surrounding geometry and rotational movement in addition to the tooth loads. The proportions of the individual influences from force and moment inputs at the load teeth, the load reactions from the bearing as well as load inputs through centrifugal forces are strongly dependent on the elasticity of the ring and the kinematics of the gear. The purpose of the theoretical investigations of the thesis at hand is the creation of a detailed, analytical and closed solvable calculation procedure regarding the tooth root loadcarrying capacity. Furthermore, a calculation method based on numerically determined tooth root stresses is developed. By means of selected experimental investigations through fatigue strength tests and quasi-static measurement tests with strain gauges in the tooth root fillet, the determined calculation procedure is to be verified in a practically oriented manner.:Formelzeichenverzeichnis XI 1. Einleitung und Problemstellung 1 2. Stand des Wissens 3 2.1. Grundlagen zu Zahnradgetrieben 3 2.1.1. Historischer Abriss 3 2.1.2. Typische Verzahnungsschäden im Betrieb 5 2.1.3. Historische Entwicklung der Berechnung der Zahnfußtragfähigkeit 9 2.2. Normative Berechnungsverfahren zur Zahnfußtragfähigkeit von außenverzahnten Stirnradgetrieben 12 2.3. Historie des Forschungsstandes zu elastischen Verzahnungen 14 3. Analyse des Systems elastisches Planetenrad 21 3.1. Belastung und Beanspruchung im Zahnfuß 21 3.2. Planetenlagerreaktion 23 3.3. Fliehkrafteinfluss 26 4. Entwicklung eines angepassten Tragfähigkeitsnachweises 31 4.1. Beanspruchungsermittlung unter Nutzung numerischer Methoden 31 4.1.1. Beschreibung der Zahngeometrie 32 4.1.2. Lasten und Randbedingungen 43 4.1.3. Besondere Anforderungen an das FE-Modell 46 4.1.4. Sensitivitätsanalyse 47 4.1.5. Auswertung der ermittelten Beanspruchungen 49 4.1.6. Berechnung der Doppelamplituden und Mittelspannung der Zahnfußbeanspruchung 51 4.2. Beanspruchungsermittlung unter Nutzung analytischer Methoden 51 4.2.1. Bestimmung der Zahnbiegenennspannung 52 4.2.2. Bestimmung der Kranznennspannung infolge der angreifenden Zahnkräfte 52 4.2.3. Bestimmung der Kranznennspannung infolge der Fliehkräfte 57 4.2.4. Lösung der statisch unbestimmten Größen 59 4.2.5. Analytische Berechnung der Ringdeformation 62 4.2.6. Ermittlung des versteifenden Einflusses der Verzahnung 63 4.2.7. Spannungskorrekturfaktoren 64 4.2.8. Berechnung der Doppelamplitude und Mittelspannung der Zahnfußbeanspruchung 67 4.3. Beanspruchbarkeitsermittlung 71 4.3.1. Ermittlung der Dauerfestigkeit bei allgemein wechselnder Beanspruchung 71 4.3.2. Ermittlung der zulässigen Zahnfußspannung 73 4.4. Berechnung der Tragfähigkeit 74 4.4.1. Grenzen und Einschränkungen 75 4.4.2. Lokaler Nachweis 75 4.4.3. Nennspannungsnachweis 76 5. Methodenträger 79 6. Experimentelle Untersuchungen 83 6.1. Versuche zur lokalen Zahnfußbeanspruchung 83 6.1.1. Prüfstandsaufbau 83 6.1.2. Versuchsdurchführung 87 6.1.3. Auswertung der Messergebnisse 90 6.1.4. Vergleich mit FE-Resultaten 96 6.2. Versuche zur Tragfähigkeitsberechnung 99 6.2.1. Prüfstandsaufbau 99 6.2.2. Angewandte Verfahren zur Durchführung und Auswertung der Ermüdungsversuche 103 6.2.3. Ermittlung von grundlegenden Versuchsparametern 103 6.2.4. Versuchsdurchführung und Dokumentation 105 6.2.5. Auswertung der Versuchsergebnisse 108 7. Zusammenfassung und Ausblick 117 Abbildungsverzeichnis 121 Tabellenverzeichnis 124 Literaturverzeichnis 127 A. Anhang 135 A.1. Berechnungsbeispiel erweiterte Zahnfußtragfähigkeitsberechnung 137 A.2. Alternative Berechnung der Schnittreaktionen für die Lagerreaktion als Einzellasten 149 A.3. Gleichungen zur analytischen Berechnung der Kranzdeformation 151 A.4. Unterlagen quasistatischer Planetengetriebeprüfstand 155 A.4.1. Verzahnungsdaten Prüfstand 155 A.4.2. Datenblatt DMS-Ketten Zahnfuß 156 A.4.3. Konturscans Zahnlücke 157 A.4.4. Zusammenbauzeichnung Prüfstand 161 A.4.5. Zeichnungen Planetenräder 162 A.5. Unterlagen Zwischenradprüfstand 171 A.5.1. Verzahnungsdaten Prüfstand 171 A.5.2. Konturscans Zahnlücke 172 A.5.3. Versuchsdaten 174 A.5.4. Ermittlung der Werkstoffkennwerte 181 A.5.5. Werkstoffuntersuchungen 182 A.5.6. Zusammenbauzeichnung Prüfstand 186 A.5.7. Schnittdarstellung Prüfgetriebe 187 A.5.8. Schnittdarstellung Rückgetriebe 188 A.5.9. Zeichnungen Prüfritzel 189 A.5.10. Zeichnungen Gegenräder 193

Assessing existing bridges is an important task in the sustainable management ofinfrastructure. In practice, structural bridge assessments are usually conducted usingtraditional and standardised methods, despite knowledge that these methods oftenprovide conservative estimates. In addition, more advanced methods are available, suchas nonlinear finite element (FE) analysis, that are used for research purposes and cansimulate the structural behaviour of bridges more accurately. Therefore, it would beuseful to develop practical and reliable procedures for refined assessments using theseadvanced techniques.Focusing on the ultimate load-carrying capacity of existing concrete bridges, this thesispresents a procedure for structural assessments. The fundamental idea is to improve theassessment successively, as necessary to predict bridges’ structural behaviour adequately.The procedure involves a multi-level assessment strategy with four levels of structuralanalysis, and an integrated framework for safety verification. At the initial level (Level 1)of the multi-level strategy, traditional standardised methods are used, no failures arecovered implicitly in the structural analysis and action effects are verified using localresistances calculated using analytical models. In the subsequent enhanced levels (Levels2 – 4), nonlinear FE analysis is used for stepwise integration of the verification of flexural,shear-related and anchorage failures into the structural analysis. The framework for safetyverifications includes partial safety factor (PSF), global resistance safety factor (GRSF) andfull probabilistic methods. Within each of these groups, verifications of desired safetymargins can be conducted with varying degrees of complexity.To demonstrate and evaluate the proposed structural assessment procedure, comparativestudies have been carried out, based on full-scale tests of a prestressed concrete bridge.This was the Kiruna Bridge, located in the northernmost city in Sweden, which was duefor demolition as part of a city transformation project, necessitated by large grounddeformations caused by the large nearby mine. Thus, it was available for destructiveexperimental investigation within the doctoral project presented in this thesis. The bridgehad five continuous spans, was 121.5 m long and consisted of three parallel girders with a connecting slab at the top. Both the girders and slab were tested to failure to investigatetheir structural behaviour and load-carrying capacity. Non-destructive and destructivetests were also applied to determine the residual prestress forces in the bridge girders andinvestigate the in situ applicability of methods developed for this purpose. The so-calledsaw-cut method and decompression-load method were used after refinement to enabletheir application to structures of such complexity. The variation of the experimentallydetermined residual prestress forces was remarkably high, depending on the sectioninvestigated. There were also high degrees of uncertainty in estimated values, and thusare only regarded as indications of the residual prestress force.Level 1 analysis of the multi-level assessment strategy consistently underestimatedcapacity, relative to the test results, and did not provide accurate predictions of the shearrelatedfailure observed in the test. With linear FE analysis and local resistance modelsdefined by the European standard, Eurocode 2, the load-carrying capacity wasunderestimated by 32 % for the bridge girder and 55 % for the bridge deck slab. At theenhanced level of structural analysis (Level 3), nonlinear FE analyses predicted thecapacities with less than 2 % deviation from the test results and correctly predicted thefailure mode. However, for existing bridges there are many uncertainties, for instance,the FE simulations were sensitive to the level of residual prestressing, boundaryconditions and assumed material parameters. To accurately take these aspects intoaccount, bridge-specific information is crucial.The complete structural assessment procedure, combining the multi-level strategy andsafety verification framework, was evaluated in a case study. Experiences from theprevious comparative studies were used in an assessment of the Kiruna Bridge followingthe Swedish assessment code. The initial assessment at Level 1 of the multi-level strategyand safety verification, using the PSF method, indicated that the shear capacity of one ofthe girders was critical. The most adverse load case (a combination of permanent loads,prestressing and variable traffic loads) was further investigated through enhancedstructural analyses implicitly accounting for flexural and shear-related failures (Level 3).Nonlinear FE analysis and safety evaluation using the PSF method, several variants of theGRSF method and the full probabilistic analysis for resistance indicated that the permittedaxle load for the critical classification vehicle could be 5.6 – 6.5 times higher than thelimit obtained from the initial assessment at Level 1. However, the study also indicatedthat the model uncertainty was not fully considered in these values. The modeluncertainty was shown to have strong effects on the safety verification and (thus)permissible axle loads. The case study also highlighted the need for a strategy forsuccessively improving structural analysis to improve understanding of bridges’ structuralbehaviour. The refined analysis indicated a complex failure mode, with yielding of thestirrups in the bridge girders and transverse flexural reinforcement in the bridge deck slab,but with a final shear failure of the slab. It would be impossible to capture suchcomplexity in a traditional standardised assessment, which (as mentioned) indicated thatthe shear capacity of the girder limited permissible axle loads. However, nonlinear FEanalyses are computationally demanding, and numerous modelling choices are required.Besides a strategy for rationally improving the analysis and helping analysts to focus oncritical aspects, detailed guidelines for nonlinear FE analysis should be applied to reduce the analyst-dependent variability of results and (thus) the model uncertainty. Clearly, toensure the validity of bridge assessment methods under in situ conditions, theirevaluations should include in situ tests. This thesis presents outcomes of such tests, therebyhighlighting important aspects for future improvements in the assessment of existingbridges.

TITLE OF THE WORK Physical preparation for the military part of the talent exam at Military Department of the Faculty of Physical Education and Sport in Prague. DEFINITION OF THE PROBLEM It is necessary to pass the special physical exam to be admitted for studying at Military Department. The content of this exam is significantly different from other physical activities and the preparation for it may cause several problems to the candidates. MAIN GOALS The main goal of this diploma thesis is to create a package of the exercises used for improving technical and fitness part of the performance primarily in the military part of physical exam. PLAN OF PROCESSING After extensive research of the available documents the package of the exercises will be created. RESULTS Based on studying of necessary literature and using the theoretical methods the package of the exercises has been successfully created. KEYWORDS Army physical fitness, Rope ladder climbing, Load carrying, Special physical preparation, Talent test, Czech Armed Forces.

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Made available in DSpace on 2016-06-02T20:18:07Z (GMT). No. of bitstreams: 1 TeseRSP.pdf: 2033512 bytes, checksum: d5ddb9118edecd3afca2376359856f6d (MD5) Previous issue date: 2006-04-25 / Load handling activities impose great overloads on the musculoskeletal system, increasing the risk of injuries. The fact that these handling activities are considered risky had led to several studies regarding load lifting, lowering, pulling and pushing. The results obtained certainly allowed many findings about influence of different variables on risk factors of these activities. However, other studies are needed, especially about risks by load carrying activities, since the literature has not dealt extensively with this topic. Thus, studies have been carried out about load handling, leading to 4 scientific papers. Study one aimed at comparing two groups of workers, with and without musculoskeletal symptoms in the upper limbs when they performed simulated tasks of handling techniques as to trunk movements and load support. Movements analysis was quantified by a flexible electrogoniometer and contact between load and trunk, by load cells. Nine asymptomatic and 10 symptomatic industrial workers were evaluated. An ANOVA was performed to compare results between symptomatic and asymptomatic workers. Most of the symptomatic workers supported the load on their trunk, whilst most of the asymptomatic did not. Higher values of lumbar flexion occurred for the symptomatic workers (p<0,05). The objective of the second study was ti describe trunk movements in sedentary subjects, and in workers with and without musculoskeletal symptoms, when carrying loads in simulated tasks. The 38 subjects who participated in this study were divided into 4 groups, consisting of 9 male students, 10 female students, 10 female symptomatic industrial workers and 9 asymptomatic industrial workers. The trunk movements of all subjects were recorded by biaxial back electrogoniometer when carrying loads between surfaces of different heights. An analysis of variance for repeated measures were performed, which was followed by the Duncan post hoc test for comparison of anthropometrical data between subjects, amplitude of movement, and time spent in each movement per group and per experimental condition. The height of the surfaces to which the loads were carried to or from, significantly influenced the trunk positions during handling (p<0,01), as if subjects were anticipating the target position whilst handling. Also more time was spent in flexion (p<0,01) than in extension. These aspects increase the risks of possible injury in such activities. The objective of the third study was to describe the kinds of grip used during handling activities of 5Kgf and 10 Kgf loads between surfaces of different height and to quantify flexion/extension movements and wrist radial and ulnar deviations quantified by electrogoniometry. Ten male volunteers participated in this study handled a box between surfaces of different heights. The activities was performed to evaluate significant differences between the anthropometry of volunteers´ hands and between movements used for load handling and different heights. The results showed that the surface heights to which the objects were handled significantly influenced (p=0,000) joint amplitudes, nevertheless there wasn t any difference in the movements for different load masses handled (p=0,43). Time over what is considered advisable was spent in radial deviation when handling involved high surfaces. The fourth study aimed at evaluating the anterior-posterior movements of the trunk and the time spent in task performance by experienced and inexperienced subjects during load handling activities to different target surfaces. The 36 subjects who participated in this study were healthy males, divided into groups of 16 and 20, experienced and inexperience respectively, in the performance of load handling activities. The activities consisted of carrying the 7Kg and 15Kg boxes from a surface at a fixed height to another at a variable height. Lumbar thoracic movements were quantified by a flexible electrogoniometer. Significant differences were found in the time spent to perform the handling between the groups (p<0,008) and between the loads (p<0,000). However, there was no significant difference in the trunk movemets between the groups (p>0,005) and the loads (p>0,005). Surfaces heights to which the box was transported significantly influenced trunks movements (p<0,000). / As atividades de manuseio de carga geram grandes sobrecargas ao sistema músculoesquelético, aumentando com isso os riscos de lesões. O fato dessas atividades de manuseio serem consideradas de risco fez com que muitos estudos fossem realizados considerando situações de levantamento, abaixamento, puxar e empurrar cargas. Os resultados obtidos certamente permitiram muitas descobertas sobre as diferentes variáveis envolvidas e os fatores de risco dessas atividades. Contudo, são necessidade outros estudos principalmente sobre os riscos gerados por atividades de carregamento de carga, já que a literatura cientifica aborda muito pouco essa temática. Assim, foram então realizados estudos sobre atividade de carregamento de carga que geraram 4 (quatro) artigos científicos. O objetivo do Estudo I foi comparar dois grupos de trabalhadores com e sem sintomas músculo-esqueléticos em membros superiores quando realizaram tarefas simuladas de manuseio, quanto aos movimentos do tronco e suporte da carga. A análise do movimento foi realizada por meio de um eletrogoniômetro flexível, o contato entre a carga e o tronco foi mensurado por meio de células de carga. Foram avaliados 9 trabalhadores assintomáticos e 10 sintomáticos. Para comparar os resultados entre sintomáticos e assintomáticos utilizou-se uma ANOVA. A maioria dos trabalhadores sintomáticos apoiou a carga no tronco enquanto que a maioria dos assintomáticos não. A amplitude de movimento de flexão lombar que ocorreram no grupo de trabalhadores sintomáticos foram bem maiores do que no grupo de assintomáticos (p<0,05). O objetivo do segundo estudo foi descrever os movimentos do tronco em indivíduos sedentários e em trabalhadores com e sem sintomas músculo-esqueléticos. Participaram do estudo 38 indivíduos sendo divididos em 4 grupos, 9 homens estudantes, 10 mulheres estudantes, 10 trabalhadoras sintomáticas e 9 trabalhadoras assintomáticas. Os movimentos do tronco foram registrados por um eletrogoniômetro biaxial de tronco durante o carregamento de carga para diferentes alturas de superfícies. Uma análise de variância ANOVA para medidas repetidas foi aplicada. Os resultados mostraram que a altura das superfícies para a qual a carga seria levada influenciou significativamente os movimentos do tronco (p<0,01) e que mais tempo foi gasto em movimentos de flexão quando comparados à extensão do tronco (p<0,01). O objetivo do terceiro estudo foi descrever os tipos de preensão empregados durante atividades de manuseio de cargas de 5 e 10Kgf entre superfícies de alturas diferentes e, quantificar os movimentos de flexão/extensão, desvio radial e ulnar do punho registrados por meio da eletrogoniômetria. Participaram 10 voluntários do sexo masculino que manusearam uma caixa entre superfícies de diferentes alturas. A atividade foi filmada para identificar os tipos de preensão empregados durante a tarefa. Uma análise de univariância foi utilizada para avaliar diferenças significativas entre a antropometria das mãos dos voluntários, e entre os movimentos utilizados para o manuseio de cargas para diferentes alturas. Os resultados mostraram que as alturas das superfícies para as quais as cargas eram manuseadas influenciaram significativamente (p=0,000) as amplitudes articulares, contudo não houve diferença significativa nos movimentos para as diferentes massas das cargas manuseadas (p=0,43). O gasto tempo acima das faixas de amplitude consideradas recomendáveis foi expressivo para os movimentos de desvio radial quando os manuseios envolviam superfícies altas. O quarto estudo objetivou avaliar os movimentos antero-posteriores do tronco e o tempo gasto na realização da tarefa, por indivíduos experientes e inexperientes, durante atividade de carregamento de cargas para diferentes superfícies alvo. Participaram do estudo 36 homens saudáveis, sendo 16 experientes e 20 inexperientes na realização da atividade de manuseio de carga. A atividade consistiu no transporte de caixa com massa de 7 e 15kg, partindo de uma superfície com altura fixa e depositavam a caixa em uma outra superfície de altura variável. Os movimentos da coluna tóraco-lombar foram registrados com um eletrogoniômetro flexível. Foram encontradas diferenças significativas no tempo gasto para realizar os manuseios entre grupos (p<0,008) e entre cargas (p<0,000). Contudo não houve diferença significativa (p>0,05). As alturas das superfícies para as quais a caixa era deslocada influenciaram significativamente os movimentos do tronco (p<0,000).

The assignment of my degree work was a proposal of two variants of the steel structure of a modern art exhibition hall. The ground plan dimensions of the structure are 52,5 x 24 m. The whole structure of the two variants is supported by two quadrilateral truss columns and the upper floor level is at a height of 8 m above the ground. The ceiling structure is set by the truss girders. The proposal of two alternative solutions and the assessment of the main structure support elements forms another part of the work. With a winning option then a solution of the selected details, working out of the detailed drawings of the solved joints and the creation of the workshop documentation of the selected parts is supposed.