. "Bending moment"@en . . . . . . "6018334"^^ . . . . . "Ohybov\u00FD moment je statick\u00E1 veli\u010Dina. Jde o moment s\u00EDly zp\u016Fsobuj\u00EDc\u00ED ohyb prvku (tr\u00E1mu, desky apod). Zna\u010D\u00ED se M a z\u00E1kladn\u00ED jednotka je newton kr\u00E1t metr (Nm). Tato veli\u010Dina se pou\u017E\u00EDv\u00E1 k dimenzov\u00E1n\u00ED nosn\u00FDch konstrukc\u00ED jak ve stavebnictv\u00ED, tak i ve stroj\u00EDrenstv\u00ED. Z momentu se obvykle po\u010D\u00EDt\u00E1 nap\u011Bt\u00ED dle vzorce . Ve vzorci ozna\u010Duje norm\u00E1lov\u00E9 nap\u011Bt\u00ED (Pa), ohybov\u00FD moment (Nm) a \u2013 pr\u016F\u0159ezov\u00FD modul (m\u00B3). Vzorec pro v\u00FDpo\u010Det nap\u011Bt\u00ED od \u0161ikm\u00E9ho ohybu je definov\u00E1n n\u00E1sledn\u011B: . je moment k ose y, moment k ose z, a jsou momenty setrva\u010Dnosti k os\u00E1m y a z, je devia\u010Dn\u00ED moment a a jsou sou\u0159adnice vy\u0161et\u0159ovan\u00E9ho bodu od t\u011B\u017Ei\u0161t\u011B pr\u016F\u0159ezu. Vztah mezi ohybov\u00FDm momentem a posouvaj\u00EDc\u00ED silou ud\u00E1v\u00E1 Schwedlerova v\u011Bta."@cs . . . . . . . . . . . . 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\u0627\u0644\u0639\u0632\u0648\u0645 \u0647\u064A \u0646\u064A\u0648\u062A\u0646.\u0645\u062A\u0631 \u0623\u0648 \u0631\u0637\u0644 \u0642\u062F\u0645. \u0645\u0628\u062F\u0623 \u0639\u0632\u0645 \u0627\u0644\u0627\u0646\u062D\u0646\u0627\u0621 \u0645\u0647\u0645 \u062C\u062F\u0627 \u0641\u064A \u0627\u0644\u0647\u0646\u062F\u0633\u0629 (\u0627\u0644\u0647\u0646\u062F\u0633\u0629 \u0627\u0644\u0645\u062F\u0646\u064A\u0629 \u0648\u0627\u0644\u0645\u064A\u0643\u0627\u0646\u064A\u0643\u064A\u0629) \u0648\u0627\u0644\u0641\u064A\u0632\u064A\u0627\u0621."@ar . . "Als Biegemoment wird ein Moment bezeichnet, das ein schlankes (Stab, Balken, Welle o. \u00E4.) oder d\u00FCnnes Bauteil (Platte o. \u00E4.) biegen kann."@de . "El moment flector o moment flexor \u00E9s un moment de for\u00E7a resultant d'una distribuci\u00F3 de tensions sobre una secci\u00F3 transversal d'un flexionat o una placa que \u00E9s perpendicular al eix longitudinal al llarg del qual es produeix la flexi\u00F3. \u00C9s una sol\u00B7licitaci\u00F3 t\u00EDpica en bigues, pilars i lloses, car tots aquests elements solen deformar-se predominantment per flexi\u00F3. El moment flector pot apar\u00E8ixer quan se sotmeten aquests elements a l'acci\u00F3 d'un moment (parell motor) o de forces puntuals o distribu\u00EFdes. Els signes que determinen els moments flectors en bigues com a positius o negatius depenen de l'efecte que produeix el moment. Quan l'efecte del moment produeix tensions en les fibres inferiors de la biga, es parla de moment positiu, mentre que si el moment produeix tensions en les fibres superiors de la biga es parla de moment negatiu."@ca . . "Moment flector"@ca . . . "Il momento flettente \u00E8 una coppia di due vettori forza, paralleli ed aventi verso concorde, aventi rette di applicazione non coincidenti. Il \"momento flettente\" \u00E8 la sollecitazione che determina l'inflessione di travi e in genere aste snelle sottoposte a carichi trasversali. In questo caso il momento \u00E8 il risultante di tutte le forze longitudinali scambiate su una sezione perpendicolare della trave. Dove: \n* M \u00E8 il momento flettente (N mm) \n* F \u00E8 la forza \n* d \u00E8 il braccio, ovvero la distanza fra le rette di applicazione delle forze. Dove:"@it . "1108111506"^^ . . . . . . . . . "\u0418\u0437\u0433\u0438\u0431\u0430\u044E\u0449\u0438\u0439 \u043C\u043E\u043C\u0435\u043D\u0442"@ru . . . . . "\u0417\u0433\u0438\u043D\u0430\u0301\u043B\u044C\u043D\u0438\u0439 \u043C\u043E\u043C\u0435\u0301\u043D\u0442 \u2014 \u043C\u043E\u043C\u0435\u043D\u0442 \u0432\u043D\u0443\u0442\u0440\u0456\u0448\u043D\u0456\u0445 \u0441\u0438\u043B \u0443 \u043F\u0435\u0440\u0435\u0440\u0456\u0437\u0456 \u043E\u0431'\u0454\u043A\u0442\u0430 \u0432\u0456\u0434\u043D\u043E\u0441\u043D\u043E \u043E\u0441\u0456, \u0437\u0430\u0434\u0430\u043D\u043E\u0457 \u0432 \u043F\u043B\u043E\u0449\u0438\u043D\u0456 \u043F\u0435\u0440\u0435\u0440\u0456\u0437\u0443."@uk . . . "Ohybov\u00FD moment je statick\u00E1 veli\u010Dina. Jde o moment s\u00EDly zp\u016Fsobuj\u00EDc\u00ED ohyb prvku (tr\u00E1mu, desky apod). Zna\u010D\u00ED se M a z\u00E1kladn\u00ED jednotka je newton kr\u00E1t metr (Nm). Tato veli\u010Dina se pou\u017E\u00EDv\u00E1 k dimenzov\u00E1n\u00ED nosn\u00FDch konstrukc\u00ED jak ve stavebnictv\u00ED, tak i ve stroj\u00EDrenstv\u00ED. Z momentu se obvykle po\u010D\u00EDt\u00E1 nap\u011Bt\u00ED dle vzorce . Ve vzorci ozna\u010Duje norm\u00E1lov\u00E9 nap\u011Bt\u00ED (Pa), ohybov\u00FD moment (Nm) a \u2013 pr\u016F\u0159ezov\u00FD modul (m\u00B3). Vztah mezi ohybov\u00FDm momentem a posouvaj\u00EDc\u00ED silou ud\u00E1v\u00E1 Schwedlerova v\u011Bta."@cs . . "Ohybov\u00FD moment"@cs . . . . . "Een buigmoment of buigend moment ontstaat in een constructiedeel wanneer hierop een krachtenkoppel (moment) wordt toegepast zodat dit verbogen wordt. De momenten en de torsies worden uitgedrukt als kracht (in de eenheid newton) vermenigvuldigd met de loodrechte afstand waarop die kracht werkt (in de eenheid meter). Een buigmoment wordt in newtonmeter (Nm) uitgedrukt. Het concept buigend moment is van belang in de sterkteleer, een onderdeel van de mechanica. Berekeningen van buigmomenten worden veel uitgevoerd bij constructies."@nl . . . . "\u0418\u0437\u0433\u0438\u0431\u0430\u044E\u0449\u0438\u0439 \u043C\u043E\u043C\u0435\u043D\u0442 \u2014 \u043C\u043E\u043C\u0435\u043D\u0442 \u0432\u043D\u0435\u0448\u043D\u0438\u0445 \u0441\u0438\u043B \u043E\u0442\u043D\u043E\u0441\u0438\u0442\u0435\u043B\u044C\u043D\u043E \u043D\u0435\u0439\u0442\u0440\u0430\u043B\u044C\u043D\u043E\u0439 \u043E\u0441\u0438 \u0441\u0435\u0447\u0435\u043D\u0438\u044F \u0431\u0430\u043B\u043A\u0438 \u0438\u043B\u0438 \u0434\u0440\u0443\u0433\u043E\u0433\u043E \u0442\u0432\u0451\u0440\u0434\u043E\u0433\u043E \u0442\u0435\u043B\u0430."@ru . . . . "Se denomina momento flector (o tambi\u00E9n \"flexor\"), o momento de flexi\u00F3n, a un momento de fuerza resultante de una distribuci\u00F3n de tensiones sobre una secci\u00F3n transversal de un prisma mec\u00E1nico flexionado o una placa que es perpendicular al eje longitudinal a lo largo del que se produce la flexi\u00F3n. Es una solicitaci\u00F3n t\u00EDpica en vigas y pilares y tambi\u00E9n en losas ya que todos estos elementos suelen deformarse predominantemente por flexi\u00F3n. El momento flector puede aparecer cuando se someten estos elementos a la acci\u00F3n de un momento (torque) o tambi\u00E9n de fuerzas puntuales o distribuidas."@es . "Buigmoment"@nl . "El moment flector o moment flexor \u00E9s un moment de for\u00E7a resultant d'una distribuci\u00F3 de tensions sobre una secci\u00F3 transversal d'un flexionat o una placa que \u00E9s perpendicular al eix longitudinal al llarg del qual es produeix la flexi\u00F3. \u00C9s una sol\u00B7licitaci\u00F3 t\u00EDpica en bigues, pilars i lloses, car tots aquests elements solen deformar-se predominantment per flexi\u00F3. El moment flector pot apar\u00E8ixer quan se sotmeten aquests elements a l'acci\u00F3 d'un moment (parell motor) o de forces puntuals o distribu\u00EFdes."@ca . . "Il momento flettente \u00E8 una coppia di due vettori forza, paralleli ed aventi verso concorde, aventi rette di applicazione non coincidenti. Il \"momento flettente\" \u00E8 la sollecitazione che determina l'inflessione di travi e in genere aste snelle sottoposte a carichi trasversali. In questo caso il momento \u00E8 il risultante di tutte le forze longitudinali scambiate su una sezione perpendicolare della trave. Dove: \n* M \u00E8 il momento flettente (N mm) \n* F \u00E8 la forza \n* d \u00E8 il braccio, ovvero la distanza fra le rette di applicazione delle forze. Tale azione M \u00E8 detta flettente poich\u00E9 in grado di imprimere una curvatura locale, nel suo punto di applicazione. Possiamo meglio comprendere il concetto prendendo un ramo d'albero o semplicemente un bastone di legno. Impugnando il bastone alle sue estremit\u00E0 con le mani imprimiamo una flessione in modo che il bastone assuma una forma a U, con le fibre superiori compresse e le fibre inferiori tese. La sollecitazione impressa dalle nostre braccia al bastone \u00E8 il momento flettente; la deformazione subita dal bastone \u00E8 detta curvatura. Se la deformazione \u00E8 piccola, il legame matematico fra momento e curvatura \u00E8 di tipo lineare (o se non lo \u00E8, in genere, lo si pu\u00F2 assumere tale). Se il materiale \u00E8 elastico, il fenomeno \u00E8 reversibile, e ci\u00F2 implica che smettendo di compiere lo sforzo con le braccia il bastone ritorner\u00E0 alla situazione iniziale, detta . Se la sollecitazione cresce ed oltrepassa un valore critico, avviene la rottura di alcune fibre, e si perde la reversibilit\u00E0 della deformazione: il bastone conserva una deformazione impressa mantenendo una piccola curvatura permanente, anche se la sollecitazione viene azzerata. Tale fenomeno prende il nome di . Il campo plastico prevede un legame complesso e non lineare fra momento e curvatura. La sollecitazione pu\u00F2 crescere al massimo fino ad un valore limite, detto punto di rottura, raggiunto il quale avviene la rottura locale del bastone: si pu\u00F2 vedere che le fibre rotte sono sfilacciate ed il bastone non ha pi\u00F9 possibilit\u00E0 di resistere ad alcuna sollecitazione. Con lievi sforzi delle braccia \u00E8 possibile imprimere al bastone delle considerevoli deformazioni. Il legame fra momento flettente e curvatura in campo lineare \u00E8 definito da: Dove: \n* \u00E8 il momento flettente (N mm) \n* \u00E8 la curvatura (mm^-1) \n* \u00E8 il modulo di elasticit\u00E0 (N mm^-2) \n* \u00E8 il momento di inerzia (mm^4) prende il nome e dipende dalla forma della sezione e dal tipo di materiale di cui \u00E8 costituita. Pi\u00F9 la rigidezza flessionale \u00E8 elevata, maggiore \u00E8 il momento flettente che bisogna applicare per ottenere una prefissata curvatura, o, viceversa, minore \u00E8 la curvatura conseguente all'applicazione del momento flettente prefissato."@it . "\u69CB\u9020\u7269\u306B\u8377\u91CD\u304C\u4F5C\u7528\u3059\u308B\u3068\u3001\u90E8\u6750\u5185\u90E8\u306B\u306F\u3001\u305D\u306E\u8377\u91CD\u306B\u62B5\u6297\u3059\u308B\u305F\u3081\u306E\u529B\u3001\u5185\u529B\uFF08\u306A\u3044\u308A\u3087\u304F\u3001\u82F1\u8A9E: internal force\uFF09\u304C\u767A\u751F\u3059\u308B\u3002\u65AD\u9762\u529B\uFF08\u3060\u3093\u3081\u3093\u308A\u3087\u304F\u3001\u82F1\u8A9E: sectional force\uFF09\u3068\u306F\u3001\u3042\u308B\u65AD\u9762\u306B\u4F5C\u7528\u3059\u308B\u5185\u529B\u306E\u3053\u3068\u3067\u3042\u308B\u3002 \u65AD\u9762\u529B\u306F\u4EE5\u4E0B\u306E4\u7A2E\u985E\u306B\u5206\u96E2\u3055\u308C\u308B\u3002 \n* \u305B\u3093\u65AD\u529B\uFF08\u305B\u3093\u3060\u3093\u308A\u3087\u304F\u3001\u82F1\u8A9E: shearing force\uFF09 \n* \u8EF8\u529B\uFF08\u3058\u304F\u308A\u3087\u304F\u3001\u82F1\u8A9E: axial force\uFF09\u3001\u8EF8\u65B9\u5411\u529B\uFF08\u3058\u304F\u307B\u3046\u3053\u3046\u308A\u3087\u304F\uFF09\u3001\u5782\u76F4\u529B\uFF08\u3059\u3044\u3061\u3087\u304F\u308A\u3087\u304F\u3001\u82F1\u8A9E: normal force\uFF09 \n* \u66F2\u3052\u30E2\u30FC\u30E1\u30F3\u30C8\uFF08\u307E\u3052\u30E2\u30FC\u30E1\u30F3\u30C8\u3001\u82F1\u8A9E: bending moment\uFF09 \n* \u306D\u3058\u308A\u30E2\u30FC\u30E1\u30F3\u30C8\uFF08\u82F1\u8A9E: twisting moment\uFF09"@ja . "\u69CB\u9020\u7269\u306B\u8377\u91CD\u304C\u4F5C\u7528\u3059\u308B\u3068\u3001\u90E8\u6750\u5185\u90E8\u306B\u306F\u3001\u305D\u306E\u8377\u91CD\u306B\u62B5\u6297\u3059\u308B\u305F\u3081\u306E\u529B\u3001\u5185\u529B\uFF08\u306A\u3044\u308A\u3087\u304F\u3001\u82F1\u8A9E: internal force\uFF09\u304C\u767A\u751F\u3059\u308B\u3002\u65AD\u9762\u529B\uFF08\u3060\u3093\u3081\u3093\u308A\u3087\u304F\u3001\u82F1\u8A9E: sectional force\uFF09\u3068\u306F\u3001\u3042\u308B\u65AD\u9762\u306B\u4F5C\u7528\u3059\u308B\u5185\u529B\u306E\u3053\u3068\u3067\u3042\u308B\u3002 \u65AD\u9762\u529B\u306F\u4EE5\u4E0B\u306E4\u7A2E\u985E\u306B\u5206\u96E2\u3055\u308C\u308B\u3002 \n* \u305B\u3093\u65AD\u529B\uFF08\u305B\u3093\u3060\u3093\u308A\u3087\u304F\u3001\u82F1\u8A9E: shearing force\uFF09 \n* \u8EF8\u529B\uFF08\u3058\u304F\u308A\u3087\u304F\u3001\u82F1\u8A9E: axial force\uFF09\u3001\u8EF8\u65B9\u5411\u529B\uFF08\u3058\u304F\u307B\u3046\u3053\u3046\u308A\u3087\u304F\uFF09\u3001\u5782\u76F4\u529B\uFF08\u3059\u3044\u3061\u3087\u304F\u308A\u3087\u304F\u3001\u82F1\u8A9E: normal force\uFF09 \n* \u66F2\u3052\u30E2\u30FC\u30E1\u30F3\u30C8\uFF08\u307E\u3052\u30E2\u30FC\u30E1\u30F3\u30C8\u3001\u82F1\u8A9E: bending moment\uFF09 \n* \u306D\u3058\u308A\u30E2\u30FC\u30E1\u30F3\u30C8\uFF08\u82F1\u8A9E: twisting moment\uFF09"@ja . . "Se denomina momento flector (o tambi\u00E9n \"flexor\"), o momento de flexi\u00F3n, a un momento de fuerza resultante de una distribuci\u00F3n de tensiones sobre una secci\u00F3n transversal de un prisma mec\u00E1nico flexionado o una placa que es perpendicular al eje longitudinal a lo largo del que se produce la flexi\u00F3n. Es una solicitaci\u00F3n t\u00EDpica en vigas y pilares y tambi\u00E9n en losas ya que todos estos elementos suelen deformarse predominantemente por flexi\u00F3n. El momento flector puede aparecer cuando se someten estos elementos a la acci\u00F3n de un momento (torque) o tambi\u00E9n de fuerzas puntuales o distribuidas. Los signos que determinan los momentos flectores en vigas como positivos o negativos dependen del efecto que dicho momento produce , cuando el efecto del momento produce tensiones en las fibras inferiores de la viga se habla de un momento positivo, mientras que si el momento produce tensiones en las fibras superiores de la viga se hablara que se produjo un momento negativo."@es . . . . "Biegemoment"@de . "Moment zginaj\u0105cy, moment gn\u0105cy \u2013 algebraiczna suma moment\u00F3w si\u0142 zewn\u0119trznych dzia\u0142aj\u0105cych po jednej stronie (lewej lub prawej) rozwa\u017Canego przekroju belki zginanej wzgl\u0119dem \u015Brodka masy tego przekroju."@pl . . . "Moment zginaj\u0105cy"@pl . . "Momento flector"@es . . . . . . . "\u0639\u0632\u0645 \u0627\u0644\u0627\u0644\u062A\u0648\u0627\u0621 \u0623\u0648 \u0627\u0644\u0627\u0646\u062D\u0646\u0627\u0621 \u0647\u0648 \u0631\u062F \u0627\u0644\u0641\u0639\u0644 \u0627\u0644\u0646\u0627\u062A\u062C \u0641\u064A \u0639\u0646\u0635\u0631 \u0625\u0646\u0634\u0627\u0626\u064A \u0639\u0646\u062F\u0645\u0627 \u062A\u0624\u062B\u0631 \u0642\u0648\u0629 \u062E\u0627\u0631\u062C\u064A\u0629 \u0623\u0648 \u0639\u0632\u0645 \u062F\u0648\u0631\u0627\u0646 \u0639\u0644\u0649 \u0627\u0644\u0639\u0646\u0635\u0631 \u0627\u0644\u0625\u0646\u0634\u0627\u0626\u064A \u0645\u0633\u0628\u0628\u0629 \u0627\u0646\u062D\u0646\u0627\u0621 \u0644\u0644\u0639\u0646\u0635\u0631. \u062A\u0639\u062A\u0628\u0631 \u0627\u0644\u0643\u0645\u0631\u0627\u062A \u0645\u0646 \u0623\u0628\u0633\u0637 \u0648\u0623\u0634\u0647\u0631 \u0627\u0644\u0639\u0646\u0627\u0635\u0631 \u0627\u0644\u062A\u064A \u064A\u0624\u062B\u0631 \u0639\u0644\u064A\u0647\u0627 \u0639\u0632\u0645 \u0627\u0644\u0627\u0646\u062D\u0646\u0627\u0621. \u064A\u0648\u0636\u062D \u0627\u0644\u0645\u062B\u0627\u0644 \u0643\u0645\u0631\u0629 \u0628\u0633\u064A\u0637\u0629 \u0627\u0644\u0627\u0631\u062A\u0643\u0627\u0632 \u0645\u0646 \u0643\u0644\u0627 \u0627\u0644\u0646\u0647\u0627\u064A\u062A\u064A\u0646. \u062A\u0639\u0646\u064A \u0643\u0644\u0645\u0629 \u0628\u0633\u064A\u0637\u0629 \u0627\u0644\u0627\u0631\u062A\u0643\u0627\u0632 \u0623\u0646 \u0627\u0644\u0643\u0645\u0631\u0629 \u064A\u0645\u0643\u0646\u0647\u0627 \u0627\u0644\u062F\u0648\u0631\u0627\u0646 \u0648\u0644\u0630\u0644\u0643 \u0644\u064A\u0633 \u0644\u0647\u0627 \u0639\u0632\u0645 \u0627\u0644\u062A\u0648\u0627\u0621. \u062A\u062A\u0639\u0631\u0636 \u0627\u0644\u0646\u0647\u0627\u064A\u0627\u062A \u0625\u0644\u0649 \u0623\u062C\u0647\u0627\u062F \u0627\u0644\u0642\u0635 \u0641\u0642\u0637. \u064A\u0645\u0643\u0646 \u0644\u0644\u0643\u0645\u0631\u0629 \u0623\u064A\u0636\u0627 \u0627\u0646 \u062A\u0643\u0648\u0646 \u0644\u0647\u0627 \u0646\u0647\u0627\u064A\u0629 \u0645\u062B\u0628\u062A\u0629 \u0648\u0623\u062E\u0631\u0649 \u0628\u0633\u064A\u0637\u0629 \u0627\u0644\u0627\u0631\u062A\u0643\u0627\u0632. \u0627\u0644\u0643\u0627\u0628\u0648\u0644\u064A \u0647\u0648 \u0623\u0628\u0633\u0637 \u0623\u0646\u0648\u0627\u0639 \u0627\u0644\u0643\u0645\u0631\u0627\u062A \u062D\u064A\u062B \u0623\u0646\u0647 \u0645\u062B\u0628\u062A \u0645\u0646 \u0637\u0631\u0641 \u0648\u062D\u0631 \u0645\u0646 \u0637\u0631\u0641 \u0622\u062E\u0631. \u0641\u064A \u0627\u0644\u062D\u0642\u064A\u0642\u0629 \u0641\u0625\u0646 \u062F\u0639\u0627\u0645\u0627\u062A \u0627\u0644\u0643\u0645\u0631\u0627\u062A \u0644\u064A\u0633\u062A \u0645\u062B\u0628\u062A\u0629 \u0643\u0644\u064A\u0627 \u0623\u0648 \u062D\u0631\u0629 \u0627\u0644\u062D\u0631\u0643\u0629 \u0643\u0644\u064A\u0627."@ar . . . "Als Biegemoment wird ein Moment bezeichnet, das ein schlankes (Stab, Balken, Welle o. \u00E4.) oder d\u00FCnnes Bauteil (Platte o. \u00E4.) biegen kann."@de . "\u0417\u0433\u0438\u043D\u0430\u0301\u043B\u044C\u043D\u0438\u0439 \u043C\u043E\u043C\u0435\u0301\u043D\u0442 \u2014 \u043C\u043E\u043C\u0435\u043D\u0442 \u0432\u043D\u0443\u0442\u0440\u0456\u0448\u043D\u0456\u0445 \u0441\u0438\u043B \u0443 \u043F\u0435\u0440\u0435\u0440\u0456\u0437\u0456 \u043E\u0431'\u0454\u043A\u0442\u0430 \u0432\u0456\u0434\u043D\u043E\u0441\u043D\u043E \u043E\u0441\u0456, \u0437\u0430\u0434\u0430\u043D\u043E\u0457 \u0432 \u043F\u043B\u043E\u0449\u0438\u043D\u0456 \u043F\u0435\u0440\u0435\u0440\u0456\u0437\u0443."@uk . "Een buigmoment of buigend moment ontstaat in een constructiedeel wanneer hierop een krachtenkoppel (moment) wordt toegepast zodat dit verbogen wordt. De momenten en de torsies worden uitgedrukt als kracht (in de eenheid newton) vermenigvuldigd met de loodrechte afstand waarop die kracht werkt (in de eenheid meter). Een buigmoment wordt in newtonmeter (Nm) uitgedrukt. Wanneer een buigend moment in een constructiedeel aanwezig is, veroorzaakt het hierin zowel trek- als drukkrachten. Deze nemen evenredig toe met het buigmoment, maar zijn ook afhankelijk van het tweede moment van de dwarsdoorsnede van het structurele element. Een blijvende buiging in het materiaal zal optreden wanneer het buigend moment een trekkracht veroorzaakt die groter is dan de (elastische) weerstand van het materiaal. Het buigmoment bij een sectie door een structureel element kan gedefinieerd worden als \"de som van de momenten over het deel van alle externe krachten die aan de ene kant van de sectie aangrijpen\". De krachten en de momenten aan beide kanten van de sectie moeten gelijk zijn om elkaar tegen te gaan en om een evenwicht te handhaven. De momenten worden berekend door de externe vectorkrachten (ladingen of reacties) met de vectorafstand te vermenigvuldigen waarbij zij worden toegepast. Bij de analyse van een volledig element is het verstandig de momenten te berekenen aan beide uiteinden van het element, in het begin, in het midden en op het einde van een gelijkmatig verdeelde belasting en direct onder elke puntlast. Uiteraard staan \"scharnieren\" binnen een structuur vrije rotatie toe, en treedt er op deze punten een moment gelijk aan nul op aangezien er geen manier is om draaiende krachten van \u00E9\u00E9n kant over te brengen naar een andere. Als de buigende momenten klokwijs mee negatief worden genomen, dan zal een negatief buigend moment binnen een element verzakking veroorzaken, en een positief moment zal stijging veroorzaken. Het is daarom duidelijk dat een punt met nul buigmoment binnen een balk een punt is van , dit is de punt van de overgang van hoog (stijging) naar laag (verzakking) of omgekeerd. De kritische waarden binnen de balk worden meestal geannoteerd met behulp van een buigmomentdiagram, waar negatieve momenten op schaal zijn uitgezet boven een horizontale lijn en de positieve hieronder. Buigmoment varieert lineair over onbelaste afdelingen, en parabolisch over gelijkmatig belaste afdelingen. Het concept buigend moment is van belang in de sterkteleer, een onderdeel van de mechanica. Berekeningen van buigmomenten worden veel uitgevoerd bij constructies."@nl . . "\u0417\u0433\u0438\u043D\u0430\u043B\u044C\u043D\u0438\u0439 \u043C\u043E\u043C\u0435\u043D\u0442"@uk . "\u0418\u0437\u0433\u0438\u0431\u0430\u044E\u0449\u0438\u0439 \u043C\u043E\u043C\u0435\u043D\u0442 \u2014 \u043C\u043E\u043C\u0435\u043D\u0442 \u0432\u043D\u0435\u0448\u043D\u0438\u0445 \u0441\u0438\u043B \u043E\u0442\u043D\u043E\u0441\u0438\u0442\u0435\u043B\u044C\u043D\u043E \u043D\u0435\u0439\u0442\u0440\u0430\u043B\u044C\u043D\u043E\u0439 \u043E\u0441\u0438 \u0441\u0435\u0447\u0435\u043D\u0438\u044F \u0431\u0430\u043B\u043A\u0438 \u0438\u043B\u0438 \u0434\u0440\u0443\u0433\u043E\u0433\u043E \u0442\u0432\u0451\u0440\u0434\u043E\u0433\u043E \u0442\u0435\u043B\u0430."@ru . . . . "\u0639\u0632\u0645 \u0627\u0646\u062D\u0646\u0627\u0621"@ar . . . . . "17298"^^ . "Moment zginaj\u0105cy, moment gn\u0105cy \u2013 algebraiczna suma moment\u00F3w si\u0142 zewn\u0119trznych dzia\u0142aj\u0105cych po jednej stronie (lewej lub prawej) rozwa\u017Canego przekroju belki zginanej wzgl\u0119dem \u015Brodka masy tego przekroju."@pl . . . "\u65AD\u9762\u529B"@ja . "Momento flettente"@it . . "In solid mechanics, a bending moment is the reaction induced in a structural element when an external force or moment is applied to the element, causing the element to bend. The most common or simplest structural element subjected to bending moments is the beam. The diagram shows a beam which is simply supported (free to rotate and therefore lacking bending moments) at both ends; the ends can only react to the shear loads. Other beams can have both ends fixed (known as encastre beam); therefore each end support has both bending moments and shear reaction loads. Beams can also have one end fixed and one end simply supported. The simplest type of beam is the cantilever, which is fixed at one end and is free at the other end (neither simple or fixed). In reality, beam supports are usually neither absolutely fixed nor absolutely rotating freely. The internal reaction loads in a cross-section of the structural element can be resolved into a resultant force and a resultant couple. For equilibrium, the moment created by external forces/moments must be balanced by the couple induced by the internal loads. The resultant internal couple is called the bending moment while the resultant internal force is called the shear force (if it is transverse to the plane of element) or the normal force (if it is along the plane of the element). Normal force is also termed as axial force. The bending moment at a section through a structural element may be defined as the sum of the moments about that section of all external forces acting to one side of that section. The forces and moments on either side of the section must be equal in order to counteract each other and maintain a state of equilibrium so the same bending moment will result from summing the moments, regardless of which side of the section is selected. If clockwise bending moments are taken as negative, then a negative bending moment within an element will cause \"hogging\", and a positive moment will cause \"sagging\". It is therefore clear that a point of zero bending moment within a beam is a point of contraflexure\u2014that is, the point of transition from hogging to sagging or vice versa. Moments and torques are measured as a force multiplied by a distance so they have as unit newton-metres (N\u00B7m), or pound-foot (lb\u00B7ft). The concept of bending moment is very important in engineering (particularly in civil and mechanical engineering) and physics."@en . . . . . . . . . "In solid mechanics, a bending moment is the reaction induced in a structural element when an external force or moment is applied to the element, causing the element to bend. The most common or simplest structural element subjected to bending moments is the beam. The diagram shows a beam which is simply supported (free to rotate and therefore lacking bending moments) at both ends; the ends can only react to the shear loads. Other beams can have both ends fixed (known as encastre beam); therefore each end support has both bending moments and shear reaction loads. Beams can also have one end fixed and one end simply supported. The simplest type of beam is the cantilever, which is fixed at one end and is free at the other end (neither simple or fixed). In reality, beam supports are usually nei"@en . . . . . .