Het onderstaande diagram is op basis van het volgende voorbeeld.
De theoretische lengte voor de stijfheidsberekening van de ligger-staaf is 6 meter.
De rekenwaarde van het buigend moment My is 95 kNm.
Het berekeningstype staat ingesteld op 'stijfheid'.
Het ligger-staafeinde is ingesteld op 'berekende staaf'. Dat betekent dat de stijfheid van de ligger (= berekende staaf) gecontroleerd gaat worden.
Het door IDEA CONNECTION berekende moment-rotatie diagram volgens de Eurocode 3 is als volgt:
Je kunt in IDEA Connection de verbinding als geschoord of ongeschoord instellen bij NORMINSTELLING.
De weergegeven tabel heeft een aantal kolommen. Hierbij geven wij een uitleg omtrent de waardes zoals weergegeven in de kolommen.
| Onderdeel | Naam van de berekende staaf |
| Comp. | Voor welke snedekracht wordt de stijfheid berekend? In dit geval het buigend moment My |
| Belastingen | Voor welk lasteffect wordt het diagram berekend? |
| MEd | De rekenwaarde van het optredende moment. (hier 95 kNm) |
| Mj,Rd | Het maximaal opneembare moment van de totale verbinding van de enkele staaf. ( 182kNm) |
| Sj,ini | De veerstijfheid op basis van 2/3 Mj,Rd en de bijbehorende rotatie. 2 / 3 Mj,Rd = 182 × 2 / 3 = 121,3 [kNm] |
| Sjs | De secant stijfheid behorend bij het optredende moment, MEd en de berekende rotatie. |
| f | De berekende rotatie behorend bij MEd |
| fc | De maximale rotatie behorend bij Mj,Rd |
| L | De lengte van de staaf benodigd voor het bepalen van de grens: scharnierend of star. Deze waarde wordt bij de staaf ingegeven (theoretische lengte) |
| Sj,R | De grens tussen starre en flexibele verbindingen. Een verbinding met een hogere stijfheid voor Sj,ini is star. R = Rigid (Star) Bij norminstellingen kan worden aangegeven of een verbinding geschoord of ongeschoord is. (dit is in te stellen bij Norminstellingen) De formule voor de berekening van Sj,R,geschoord = 8 × E × I(ligger) / Lengte De formule voor de berekening van Sj,R,ongeschoord = 25 × E × I(ligger) / Lengte De stijfheid van Sj,R wordt aangeven als een oranje lijn in bovenstaande grafiek. |
| Sj,P | De grens tussen scharnierende en flexibele verbindingen. Een verbinding met een hogere stijfheid voor Sj,ini is flexibel. P = Pinned (Scharnierend) De formule voor de berekening van Sj,P = 0,5 × E × I(ligger) / Lengte De stijfheid van Sj,R wordt aangeven als een blauwe lijn in bovenstaande grafiek. |
| Klasse | De klassificatie van de verbinding: SCHARNIEREND, FLEXIBEL of STIJF In dit geval is de verbinding STIJF, want de berekende stijfheid van Sj,ini valt boven de grenslijn van de Sj,R, |
| Mc,Rd (grafiek) | Is de berekende moment op basis van het plastisch weerstandsmoment Mpl van de berekende staaf en de vloeispanning. In dit geval is het 6,28 * 10^5 × (s)355= 222,9 [kNm]. |
De Sj,ini is de stijfheid op basis van 2/3 Mj,Rd, op basis van de berekening in de eurocode EN 1993-1-8 – Hoofdstuk 5.2.2
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}De Sj,ini is de waarde van de veerstijfheid die gebruikt kan worden als waarde in een berekening voor de gehele constructie.
De Sj,s is de stijfheid op basis van M,Ed ( in feite de werkelijk opgelegde belasting en niet op basis van de weerstand)
Kijk ook naar ons andere artikel over hoe een stijfheidsberekening te maken in IDEA Connection.
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"value": "<p>Verbindingen worden geclassificeerd op basis van stijfheid tot stijf, flexibel of scharnierend. De ingenieur moet ervoor zorgen dat de stijfheid van de verbinding overeenkomt met de stijfheid waarvan uitgegaan wordt in de CAE-software.</p>\n<p>De CBFEM-methode maakt het mogelijk om de stijfheid van de verbinding van individuele aangesloten staven te berekenen. Voor de juiste stijfheidsberekening moet voor elke geanalyseerde staaf een afzonderlijk analysemodel worden gemaakt. Vervolgens wordt de stijfheidsberekening niet beïnvloed door de stijfheid van andere verbindingselementen, maar alleen door het knooppunt zelf en de constructie van de verbinding van de berekende staaf. Terwijl de dragende staaf wordt ondersteund voor de sterkteberekening (staaf SL in de onderstaande afbeelding), worden alle staven behalve de geanalyseerde ondersteund door de stijfheidsberekening (zie twee afbeeldingen hieronder voor stijfheidsberekening van staven B1 en B3).</p>\n<figure data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3004d62f-17a8-4ea8-ad57-30b9d67dd919/Supports_strength.png\" data-asset-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" data-image-id=\"5e1bd36b-759d-47db-9be4-55d519566a60\" alt=\"Sterkteberekening van de verbinding met opleggingen in IDEA CONNECTION\"></figure>\n<p><em>Opleggingen op staven voor sterkteberekening</em></p>\n<figure data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/9630dab2-8eed-4eb7-a32e-44e15e27c374/stiffness.png\" data-asset-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" data-image-id=\"5a5ec524-e4c6-4400-8814-8be3aa3c77d1\" alt=\"Stijfheidsberekening van de verbinding met berekende staaf in plaats van dragende staaf\"></figure>\n<table><tbody>\n <tr><td><em>Opleggingen op staven voor stijfheidsberekening van staaf B1</em></td><td><em>Opleggingen op staven voor stijfheidsberekening van staaf B3</em></td></tr>\n</tbody></table>\n<p>Belastingen kunnen alleen op de berekende staaf worden toegepast. Als het buigmoment My is gedefinieerd, wordt de rotatiestijfheid rond de y-as geanalyseerd. Als het buigmoment Mz is gedefinieerd, wordt de rotatiestijfheid om de z-as geanalyseerd. Als axiale kracht N is gedefinieerd, wordt de axiale stijfheid van de verbinding geanalyseerd.</p>\n<p>Het programma genereert automatisch een compleet diagram, het wordt direct weergegeven in de resultaten en kan worden toegevoegd aan het rapport. Rotatie- of axiale stijfheid kan worden bestudeerd voor specifieke ontwerpbelastingen. IDEA StatiCa Connection kan ook omgaan met de interactie van de andere snedekrachten.</p>\n<p>Het diagram laat zien :</p>\n<ul>\n <li>Niveau van ontwerpbelasting MEd</li>\n <li>Grenswaarde van de capaciteit van de verbinding voor 5% equivalente rek, Mj, Rd; limiet voor plastische rek kan worden gewijzigd in Norm-instellingen</li>\n <li>Grenswaarde van capaciteit van aangesloten staaf (ook nuttig voor seismisch ontwerp) Mc, Rd</li>\n <li>2/3 van de limietcapaciteit voor de berekening van de initiële stijfheid</li>\n <li>Waarde van initiële stijfheid Sj, ini</li>\n <li>Waarde van secant stijfheid Sjs ( op basis van de MEd)</li>\n <li>Limieten voor de classificatie van verbinding - stijf en scharnierend</li>\n <li>Rotatievervorming Φ</li>\n <li>Rotatiecapaciteit Φc</li>\n</ul>\n<figure data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b2dfb001-fc2f-4e19-b9b3-f5bcfb1b4463/rigid.png\" data-asset-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" data-image-id=\"6535dff5-6f62-439b-9144-5a72f1f746c0\" alt=\"Stijve verbinding in moment rotatie diagram in IDEA CONNECTION\"></figure>\n<p><em>Stijve gelaste verbinding</em></p>\n<figure data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/fb77019c-bf4b-4be8-8779-7e78c25acf3f/semirigid.png\" data-asset-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" data-image-id=\"14a4f835-9e3b-400f-a7e5-a775ef42453d\" alt=\"flexibele geboute verbinding in IDEA CONNECTION\"></figure>\n<p><em>Felxibele geboute verbinding</em></p>\n<figure data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/48189f93-44cd-47d4-89ac-39c7c54e98f1/design_resistance.png\" data-asset-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" data-image-id=\"96e6bbf9-ec55-42fb-8930-ad14fadcac03\" alt=\"Ontwerpweerstand van de verbinding in IDEA CONNECTION\"></figure>\n<p>Na het bereiken van de 5% rek in het kolomlijf bij afschuiving, worden de plastische zones snel meer.</p>\n<p>The joint is classified according to its stiffness into rigid, semi-rigid or pinned category according to the relevant code. The theoretical length of the member can be set for the analyzed member:</p>\n<p>De verbinding wordt op basis van zijn stijfheid geclassificeerd in starre, semi-rigide of scharnierende categorie volgens de relevante norm. De theoretische lengte van de staaf kan worden ingesteld voor de berekende staaf:</p>\n<figure data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/26898a8f-ca33-4da2-af79-9703fbff79a0/stiffness_length.png\" data-asset-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" data-image-id=\"68401921-4d75-4d82-a7a6-909b80481eb3\" alt=\"theoretische liggerlengte in IDEA CONNECTION\"></figure>\n<h3>Vervormings capaciteit</h3>\n<p>De vervormingscapaciteit / ductiliteit δCd hoort bij de weerstand en de stijfheid bij de drie basisparameters die het gedrag van verbindingen beschrijven. Bij momentvaste verbindingen wordt de ductiliteit bereikt door voldoende rotatiecapaciteit φCd. De vervormings- / rotatie capaciteit wordt voor elke aansluiting in de verbinding afzonderlijk berekend.</p>\n<p>De schatting van de rotatiecapaciteit is belangrijk bij verbindingen die zijn blootgesteld aan seismiek, zie Gioncu en Mazzolani (2002) en Grecea (2004) en bij extreme belasting, zie Sherbourne en Bahaari (1994 en 1996). De vervormingscapaciteit van componenten is bestudeerd vanaf het einde van de vorige eeuw (Foley en Vinnakota, 1995). Faella et al. (2000) voerden tests uit op T-stubs en leidden de analytische formules af voor het vervormingsvermogen. Kuhlmann en Kuhnemund (2000) voerden tests uit op het kolomlijf dat werd onderworpen aan transversale druk op verschillende niveaus van axiale compressiekracht in de kolom. Da Silva et al. (2002) voorspelde vervormingscapaciteit op verschillende niveaus van axiale kracht in de verbonden staaf. Op basis van de testresultaten gecombineerd met FE-analyse, worden vervormingscapaciteiten voor de basiscomponenten vastgesteld door analytische modellen van Beg et al. (2004). In het werk worden componenten weergegeven door niet-lineaire veren en op de juiste manier gecombineerd om de rotatiecapaciteit van de kopplaat aansluitingenin de verbinding te bepalen, met een verlengde of vlakke kopplaat en lasverbindingen. Voor deze verbindingen werden de belangrijkste componenten die significant kunnen bijdragen aan het rotatievermogen herkend als het kolomlijf onder druk, het kolomlijf onder trek, het kolomlijf in afschuiving, de kolomflens onder buiging en de kopplaat onder buiging. Componenten die verband houden met het kolomlijf zijn alleen relevant als er geen verstijvers in de kolom zijn die weerstand bieden aan compressie-, trek- of afschuifkrachten. De aanwezigheid van een verstijver elimineert de corresponderende component, en zijn bijdrage aan het rotatievermogen van de verbinding kan daarom worden verwaarloosd. Kopplaten en kolomflenzen zijn alleen van belang voor kopplaatverbindingen waarbij de componenten fungeren als een T-stub, waarbij ook de vervormingscapaciteit van de bouten onder trek is inbegrepen. De vragen en grenzen van de vervormingscapaciteit van verbindingen van hogesterkte-staal werden bestudeerd door Girao et al. (2004).</p>"
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"value": "<h3>Inleiding</h3>\n<p>Staafelementen hebben de voorkeur van ingenieurs bij het ontwerpen van staalconstructies. Er zijn echter veel locaties op de constructie waar de elemententheorie niet geldig is, bijvoorbeeld lasverbindingen, boutverbindingen, funderingen, gaten in muren, de taps toelopende hoogte van de doorsnede en puntbelastingen. De constructieberekeningen op zulke plaatsen zijn moeilijk en vereisen speciale aandacht. Het gedrag is niet-lineair en de niet-lineariteiten moeten worden gerespecteerd, bijv. het vloeien van het materiaal van platen, contact tussen kopplaten of voetplaat en betonpoer, eenzijdige acties van bouten en ankers, lassen. Ontwerpnormen, bijv. EN1993-1-8, en ook technische literatuur bieden technische oplossingsmethoden. Hun algemene kenmerk is afleiding voor typische constructievormen en eenvoudige belastingen. De componentenmethode wordt heel vaak gebruikt.</p>\n<h4>Componentenmethode</h4>\n<p>De componentenmethode (CM) lost de verbinding op als een systeem van onderling verbonden onderdelen - componenten. Per verbindingstype wordt het bijbehorende model gebouwd om krachten en spanningen in elke component te kunnen bepalen - zie de volgende afbeelding.</p>\n<figure data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/46167222-5959-469c-8c60-8a14b0148787/General%20introduction%20for%20structural%20design%20of%20steel%20connections.png\" data-asset-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" data-image-id=\"cedfb2e2-64f2-40c2-8fec-92c8ad55a3ed\" alt=\"\"></figure>\n<p>De componenten van een verbinding met geboute kopplaten gemodelleerd door veren</p>\n<p>Elke component wordt afzonderlijk gecontroleerd met behulp van overeenkomstige formules. Omdat er voor elk verbindingstype het juiste model moet worden gemaakt, heeft het gebruik van de methode beperkingen bij het oplossen van verbindingen met algemene vormen en algemene belastingen.</p>\n<p>IDEA StatiCa heeft samen met een projectteam van de afdeling Staal- en Houtconstructies van de Faculteit Civiele Techniek in Praag en het Instituut voor Metaal- en Houtconstructies van de Faculteit Civiele Techniek van de Technische Universiteit van Brno een methode ontwikkeld voor geavanceerd ontwerp van staalverbindingen.</p>\n<p><strong>Component Based Finite Element Model</strong> (<a href=\"https://www.cbfem.com/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">CBFEM</a>) methode is:</p>\n<ul>\n <li><strong>Algemeen</strong> genoeg om bruikbaar te zijn voor de meeste verbindingen, funderingen en details in de ingenieurspraktijk.</li>\n <li><strong>Eenvoudig en snel </strong>genoeg in de dagelijkse praktijk om resultaten te leveren in een tijd die vergelijkbaar is met de huidige methoden en hulpmiddelen.</li>\n <li><strong>Uitgebreid</strong> genoeg om constructeurs duidelijke informatie te geven over het gedrag van verbindingen, spanning, rek en reserves van individuele componenten en over de algemene veiligheid en betrouwbaarheid.</li>\n</ul>\n<p>De CBFEM-methode is gebaseerd op het idee dat de meeste geverifieerde en zeer bruikbare onderdelen van CM behouden moeten blijven. Het zwakke punt van CM - de algemeenheid bij het analyseren van spanningen van individuele componenten - werd vervangen door modellering en analyse met behulp van de Finite Element Method (FEM).</p>\n<p>FEM is een algemene methode die vaak wordt gebruikt voor constructieberekeningen. Het gebruik van FEM voor het modelleren van verbindingen van elke vorm lijkt ideaal (Virdi, 1999). De elastisch-plastische analyse is vereist omdat het staal gewoonlijk meegeeft in de constructie. In feite zijn de resultaten van de lineaire berekening nutteloos voor het ontwerp van de verbinding.</p>\n<p>FEM-modellen worden gebruikt voor onderzoek naar het gedrag van verbindingen waarbij meestal ruimtelijke elementen en gemeten waarden van materiaaleigenschappen worden toegepast.</p>\n<figure data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f4350bd3-6406-41af-bb2b-ad67a241fade/T-stub-research.png\" data-asset-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" data-image-id=\"ea4a8ae4-b44a-4176-a7df-1b27731870ab\" alt=\"\"></figure>\n<p><em>FEM-model van een verbinding voor onderzoek. Het gebruikt ruimtelijke 3D-elementen voor zowel platen als bouten.</em></p>\n<p>Zowel de lijven als de flenzen van verbonden elementen worden gemodelleerd met behulp van schaalelementen in het CBFEM-model waarvoor de bekende en geverifieerde oplossing beschikbaar is.</p>\n<p>De bevestigingsmiddelen - bouten en lassen - zijn het moeilijkst vanuit het oogpunt van het rekenmodel. Het modelleren van dergelijke elementen in algemene FEM-programma's is moeilijk omdat de programma's niet de vereiste eigenschappen bieden. Er moesten dus speciale FEM-componenten worden ontwikkeld om het gedrag van lassen en bouten in een verbinding te modelleren.</p>\n<figure data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c37c3b86-71aa-4dd2-9afe-58e25c224a25/CBFEM-bolted_connection.png\" data-asset-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" data-image-id=\"776fe656-ccd3-49b7-aa3f-db4d31162c9c\" alt=\"CBFEM geboute verbinding in IDEA StatiCa\"></figure>\n<p><em>CBFEM-model van boutverbinding met kopplaten</em></p>\n<p>Knopen van elementen worden gemodelleerd als massaloze punten bij het analyseren van een stalen frame of liggerconstructie. Evenwichtsvergelijkingen worden samengesteld in verbindingen en snedekrachten op de uiteinden van liggers worden bepaald na het oplossen van de hele constructie. In feite wordt de knoop belast door deze krachten. De resultante van krachten van alle elementen in de knoop is nul - de hele verbinding is in evenwicht.</p>\n<p>De echte vorm van een verbinding is niet bekend in het constructiemodel. De ingenieur bepaalt alleen of de verbinding verondersteld wordt stijf of scharnierend te zijn.</p>\n<p>Het is noodzakelijk om een betrouwbaar model van de verbinding te maken dat de werkelijke toestand respecteert, om de verbinding goed te kunnen ontwerpen. De uiteinden van elementen met een lengte van een 2-3 veelvoud van de maximale doorsnedehoogte worden gebruikt in de CBFEM-methode. Deze segmenten worden gemodelleerd met behulp van schaalelementen.</p>\n<figure data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63f85aa4-522f-4485-8a75-08c0e58c5788/Massless_joint.png\" data-asset-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" data-image-id=\"0b89c581-e70a-4ff4-bb77-7ba3289f5c31\" alt=\"\"></figure>\n<p><em>Een theoretische (massaloze) knoop en de echte vorm van de verbinding zonder gewijzigde uiteinden van het element</em></p>\n<p>Voor een betere nauwkeurigheid van het CBFEM-model worden de eindkrachten op 1D-elementen toegepast als belastingen op de uiteinden van segmenten. Zesling van krachten van de theoretische verbinding worden overgebracht naar het einde van het segment - de waarden van de krachten blijven behouden, maar de momenten worden gewijzigd door de acties van krachten op overeenkomstige armen.</p>\n<p>De uiteinden van segmenten bij de knoop zijn niet verbonden. De verbinding moet gemodelleerd worden. In de CBFEM-methode worden zogenaamde fabricagebewerkingen gebruikt om de verbinding te modelleren. Fabricagebewerkingen zijn met name: sneden, offsets, gaten, verstijvers, ribben, kop- en koppelplaten, hoekstalen, schetsplaten en andere. 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"value": "<p>De meest voorkomende materiaaldiagrammen die worden gebruikt bij het modelleren van eindige elementen van constructiestaal zijn het ideale plastisch of elastisch model met een bijbehorend spanning-rek diagram. Het werkelijke spanning-rek diagram wordt berekend uit de materiaaleigenschappen van staal bij een omgevingstemperatuur verkregen in trektests. De werkelijke spanning en rek kunnen als volgt worden verkregen:</p>\n<p>\\[ \\sigma_{true}=\\sigma (1 + \\epsilon) \\]</p>\n<p>\\[ \\epsilon_{true}=\\ln (1 + \\epsilon) \\]</p>\n<p>waar <em>σ</em><sub>true</sub> is true stress, <em>ε</em><sub>true</sub> true strain, <em>σ</em> engineering spanning, and <em>ε</em> engineering rek.</p>\n<p>De platen in IDEA StatiCa Connection zijn gemodelleerd met elastisch-plastisch materiaal volgens </p>\n<p>EN1993-1-5, Par. C.6, (2), tan<sup>-1</sup> (<em>E</em>/1000). Het materiaalgedrag is gebaseerd op het von Mises vloeicriterium. Aangenomen wordt dat het elastisch is voordat de ontwerpvloeigrens wordt bereikt, <em>f</em><sub>yd</sub>.</p>\n<p>Het uiterste grenstoestand criterium voor gebieden die niet vatbaar zijn voor knik, is het bereiken van de grenswaarde van de rek. De waarde van 5% wordt aanbevolen ( EN1993-1-5, App. C, Par. C.8, Note 1).</p>\n<figure data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7e614341-aaae-4910-8951-e06b88bee777/Structural%20design%20of%20a%20steel%20connection%20-%20Material%20diagrams%20of%20steel%20in%20numerical%20models.png\" data-asset-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" data-image-id=\"717192f9-e565-4a12-883f-42d0072c19ea\" alt=\"spannings-rek diagram van materiaal model in CBFEM IDEA CONNECTION\"></figure>\n<p><em>Materiaal diagram of steel in numerical models</em></p>\n<p>De grenswaarde van plastische rek wordt vaak besproken. In feite heeft de uiteindelijke belasting een lage gevoeligheid voor de grenswaarde van plastische rek wanneer het ideale plastisch model wordt gebruikt. Het wordt gedemonstreerd in het volgende voorbeeld van een ligger-kolomverbinding. Een IPE 180 is verbonden met HEB 300 en belast door een buigend moment. De invloed van de grenswaarde van plastische rek op de weerstand van de balk wordt weergegeven in de volgende afbeelding. De limiet plastische rek verandert van 2% naar 8%, maar de verandering in momentweerstand is minder dan 4%.</p>\n<figure data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a8534ead-a79c-483d-ae11-2d404c1d412a/Loads_Stress_Strain.png\" data-asset-id=\"dfd68e37-fcac-4680-bf75-311501445825\" data-image-id=\"dfd68e37-fcac-4680-bf75-311501445825\" alt=\"knoopbelasting, spanningsweergave in platen en rekweergave in IDEA CONNECTION\"></figure>\n<p><em>Een voorbeeld van voorspelling de UGT van een ligger-kolom verbinding in staal </em></p>\n<figure data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/aed18cbc-9028-4cf1-bd0d-9b5ec0b036a0/plastic_strain-resistance.png\" data-asset-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" data-image-id=\"855c10c3-0722-42a1-9f3f-7db1f59f67c3\" alt=\"Plastiche rek weerstand van de verbinding in IDEA CONNECTION\"></figure>\n<p><em>De invloed van de limiet waarde van plastische rek op het momentweerstand</em></p>"
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"value": "<p>Een toename van het aantal elementen levert nauwkeurigere resultaten op, maar dat gaat ten koste van de rekenkracht.</p>\n<h4>Plaatmodel</h4>\n<p>Shell-elementen worden aanbevolen voor het modelleren van platen in de FEA van structurele verbindingen. Er worden vierhoekige shell-elementen met 4 knopen en knopen op de hoeken toegepast. Zes vrijheidsgraden worden beschouwd in elk knoop: 3 verplaatsingen (<em>u</em><sub>x</sub>, <em>u</em><sub>y</sub>, <em>u</em><sub>z</sub>) en 3 rotaties (<em>φ</em><sub>x</sub>, <em>φ</em><sub>y</sub>, <em>φ</em><sub>z</sub>). Vervormingen van het element worden verdeeld in de membraan- en de buigcomponenten.</p>\n<p>De formulering van het membraangedrag is gebaseerd op het werk van Ibrahimbegovic (1990). Rotaties loodrecht op het vlak van het element worden in rekening gebracht. Er wordt een volledige 3D-formulering van het element gegeven. In de formulering van het buiggedrag van een element op basis van de Mindlin-hypothese wordt rekening gehouden met afschuivingsvervormingen uit-het-vlak. Onze eigen gestabiliseerde variant van Mindlin vierplaatelement met constant afschuifvervorming langs de rand wordt toegepast. De elementen zijn geïnspireerd door MITC4-elementen; zie Dvorkin (1984). De shell wordt verdeeld in vijf integratielagen door de dikte van de plaat in elk integratiepunt en het plastisch gedrag wordt in elk punt geanalyseerd. Dit wordt Gauss-Lobatto integratie genoemd. De niet-lineaire elastisch-plastische fase van het materiaal wordt in elke laag geanalyseerd op basis van de bekende spanningen. Er worden alleen de maximale spanningen en vervormingen van alle lagen getoond.</p>\n<h4>Netconvergentie</h4>\n<p>Er bestaan enkele criteria voor het genereren van de mesh in het verbindingsmodel. De verbindingscontrole moet onafhankelijk zijn van de elementgrootte. Netgeneratie op een afzonderlijke plaat is probleemloos. Er moet aandacht besteed worden aan complexe geometrieën zoals verstijfde panelen, T-stuiken en voetplaten. Voor gecompliceerde geometrieën moet de gevoeligheidsanalyse met betrekking tot net-discretisatie worden uitgevoerd.</p>\n<p>Alle platen van een liggerdoorsnede hebben een gemeenschappelijke opdeling in elementen. De grootte van de gegenereerde eindige elementen is beperkt. De minimale elementgrootte is ingesteld op 10 mm en de maximale elementgrootte op 50 mm (kan worden ingesteld in Norminstelling). Netten op flenzen en lijven zijn onafhankelijk van elkaar. Het standaard aantal eindige elementen is ingesteld op 8 elementen per doorsnedehoogte zoals weergegeven in de volgende figuur. De gebruiker kan de standaardwaarden wijzigen in Norminstelling.</p>\n<figure data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82635179-c288-44ba-bf8d-c12b80a32766/Structural%20design%20of%20a%20steel%20connection%20-%20Plate%20model%20and%20mesh%20convergence.png\" data-asset-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" data-image-id=\"56b04327-298f-4d82-9f7d-0c066664772c\" alt=\"\"></figure>\n<p><em>De mesh op een ligger met beperkingen tussen het lijf en de flensplaat</em></p>\n<p>De mesh van de kopplaten is afzonderlijk en onafhankelijk van andere verbindingsdelen. De standaard eindige-elementengrootte is ingesteld op 16 elementen per doorsnedehoogte zoals weergegeven in de figuur.</p>\n<figure data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/7f71beb4-9fd6-4517-b069-6905b8176a8a/plate_mesh.png\" data-asset-id=\"8d24be01-1329-41ea-8233-9de761728436\" data-image-id=\"8d24be01-1329-41ea-8233-9de761728436\" alt=\"\"></figure>\n<p><em>De mesh op een kopplaat met 7 elementen langs de breedte</em></p>\n<p>Het volgende voorbeeld van een verbinding tussen ligger en kolom toont de invloed van de netwijdte op de momentweerstand. Een open doorsnede ligger IPE 220 is verbonden met een open doorsnede kolom HEA 200 en belast met een buigmoment zoals weergegeven in de volgende figuur. De kritische component is het kolompaneel in afschuiving. Het aantal eindige elementen langs de doorsnedehoogte varieert van 4 tot 40 en de resultaten worden vergeleken. Stippellijnen geven de 5%, 10% en 15% verschillen weer. Het wordt aanbevolen om de doorsnedehoogte onder te verdelen in 8 elementen.</p>\n<figure data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d5bcfb21-1bf5-4c38-9d34-8e4ffe398738/beam_to_column.png\" data-asset-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" data-image-id=\"d7f4071e-0e80-460f-8d61-f7e271cbb6a0\" alt=\"\"></figure>\n<p><em>Een balk-kolom verbindingsmodel en plastische vervormingen bij uiterste grenstoestand</em></p>\n<figure data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/601738d5-2a76-4d40-97f7-722342d6d256/mesh_influence.png\" data-asset-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" data-image-id=\"80bf0274-5a14-4471-90af-93f56fc0a914\" alt=\"\"></figure>\n<p><em>De invloed van het aantal elementen op de momentweerstand</em></p>\n<p>Er wordt een gevoeligheidsstudie van de mesh van een slanke samengedrukte verstijver van een kolom lijfpaneel gepresenteerd. Het aantal elementen langs de breedte van de verstijver varieert van 4 tot 20. De eerste knikmodus en de invloed van een aantal elementen op de knikweerstand en de kritische belasting worden weergegeven in de volgende figuur. Er wordt het verschil van 5% en 10% weergegeven. Het wordt aanbevolen om 8 elementen langs de verstijversbreedte te gebruiken.</p>\n<figure data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c6c4099f-4691-4820-8691-8335303b111e/buckling_mesh.png\" data-asset-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" data-image-id=\"79630fed-3e60-44f9-bd9c-c9d2d47ffaf8\" alt=\"\"></figure>\n<p><em>De eerste knikmodus en de invloed van het aantal elementen langs de verstijver op de momentweerstand</em></p>\n<p>Er wordt een meshgevoeligheidsstudie van een T-stuik op trek voorgesteld. De helft van de flensbreedte is onderverdeeld in 8 tot 40 elementen en de minimale elementgrootte is ingesteld op 1 mm. De invloed van het aantal elementen op de weerstand van de T-stuik wordt getoond in de volgende figuur. De stippellijnen geven het verschil van 5%, 10% en 15% weer. Het wordt aanbevolen om 16 elementen te gebruiken op de helft van de flensbreedte.</p>\n<figure data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/05531827-8853-4859-ac6a-0de511100185/T-stub-mesh.png\" data-asset-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" data-image-id=\"bd5d475b-5787-403f-886a-685e33f1be9d\" alt=\"\"></figure>\n<p><em>De invloed van het aantal elementen op de T-stuikweerstand</em></p>"
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"value": "<p>De standaard penaltymethode wordt aanbevolen voor het modelleren van contact tussen platen. Wanneer er een doordringing van een knoop in een tegenoverliggend contactoppervlak wordt gedetecteerd, wordt er penaltystijfheid toegevoegd tussen de knoop en de tegenoverliggende plaat. De penaltystijfheid wordt gecontroleerd door een heuristisch algoritme tijdens de niet-lineaire iteratie om een betere convergentie te krijgen. De oplosser detecteert automatisch het doordringingspunt en lost de contactkrachtverdeling op tussen de doorgedrongen knoop en knopen op de tegenoverliggende plaat. Dat maakt het mogelijk om contact te maken tussen verschillende netten. Het voordeel van de penaltymethode is de automatische opbouw van het model. Het contact tussen de platen heeft een grote invloed op de herverdeling van krachten in de verbinding.</p>\n<figure data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c1c19e97-c73b-4e5c-b40e-1655f9e9d1d3/Structural%20design%20of%20a%20steel%20connection%20-%20Contacts%20between%20plates.png\" data-asset-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" data-image-id=\"636a0d8a-150f-43a6-89a2-fc32d594385b\" alt=\"\"></figure>\n<p><em>Een voorbeeld van het scheiden van platen in contact tussen het lijf en de flenzen van twee overlappende gordingen met Z-profielen</em></p>\n<p>Het is mogelijk om contact toe te voegen tussen</p>\n<ul>\n <li>twee oppervlakken,</li>\n <li>twee randen,</li>\n <li>rand en oppervlak.</li>\n</ul>\n<figure data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02e3e1c2-223a-4a9f-800d-935e7b3dac76/edge-to-edge-contact.png\" data-asset-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" data-image-id=\"8ec0bea6-f990-4e43-81bf-a34c76e6dc74\" alt=\"\"></figure>\n<p><em>Een voorbeeld van rand-op-rand contact tussen de zitting en de kopplaat</em></p>\n<figure data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/02d6ce4a-86b1-4eac-9525-c59772b520e3/edge-to-surface-contact.png\" data-asset-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" data-image-id=\"e47c299b-4acd-4b1f-bfa6-ef1fd1d972ca\" alt=\"\"></figure>\n<p><em>Een voorbeeld van contact van rand-op-oppervlak tussen de onderste flens van de ligger en de kolomflens</em></p>\n<p>De <a data-item-id=\"22ff0f4a-a6f0-4086-bc4c-ed49f4aa86e2\" href=\"\">spanningen in contacten</a> kunnen gevisualiseerd worden en de waarden worden weergegeven in de controletabel van platen. De contactspanningen zijn echter alleen informatief en worden in geen enkele controle gebruikt. Ook wordt er geen rekening gehouden met de spanning door de dikte van schaalelementen.</p>\n<figure data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/3762ca8b-a140-47c8-a32e-3e2db2d6ca4d/contacts.png\" data-asset-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" data-image-id=\"c159e0e3-13d4-46a1-8c23-e93ae0d81678\" alt=\"\"></figure>"
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"value": "<p>Er bestaan verschillende opties om lassen te benaderen in numerieke modellen. De grote vervormingen maken de mechanische analyse complexer en het is mogelijk om verschillende mesh-beschrijvingen, verschillende kinetische en kinematische variabelen en constitutieve modellen te gebruiken. Over het algemeen worden de verschillende soorten geometrische 2D- en 3D-modellen en daarmee eindige elementen met hun toepasbaarheid voor verschillende nauwkeurigheidsniveaus gebruikt. Het meest gebruikte materiaalmodel is het gebruikelijke plasticiteitsmodel op basis van het von Mises-vloeicriterium. Er worden twee benaderingen beschreven die voor lassen worden gebruikt. Restspanning en vervorming veroorzaakt door lassen worden niet verondersteld in het ontwerpmodel.</p>\n<p>De belasting wordt overgedragen via kracht-vervormingsbeperkingen op basis van de Lagrangiaanse formulering op de tegenoverliggende plaat. De verbinding wordt multi-point constraint (MPC) genoemd en relateert de eindige-elementknooppunten van de ene plaatrand aan de andere. De eindige elementen knooppunten zijn niet direct verbonden. Het voordeel van deze aanpak is de mogelijkheid om EE_netten met verschillende dichtheden te verbinden. De constraint maakt het mogelijk om het middenlijnoppervlak van de verbonden platen te modelleren met de offset, waarbij de werkelijke lasconfiguratie en lasdikte worden gerespecteerd. De belastingsverdeling in de las wordt afgeleid van de MPC, dus de spanningen worden berekend in het keelgedeelte. Dit is belangrijk voor de spanningsverdeling in de plaat onder de las en voor het modelleren van T-stubs.</p>\n<h4>Plastische herverdeling van spanningen in lassen</h4>\n<p>Het model met alleen multi-point constraints houdt geen rekening met de stijfheid van de las en de spanningsverdeling is conservatief. Spanningspieken die verschijnen aan het einde van plaatranden, in hoeken en afrondingen, bepalen de weerstand over de gehele lengte van de las. Om dit effect te elimineren, wordt tussen de platen een speciaal elastoplastisch element toegevoegd. Het element respecteert de dikte, positie en oriëntatie van de lasnaad. Het equivalente laslichaam wordt ingevoegd met de bijbehorende lasafmetingen. De niet-lineaire materiaalanalyse wordt toegepast en het elastoplastische gedrag in een gelijkwaardige lasmassa wordt bepaald. De plasticiteitstoestand wordt geregeld door spanningen in de lasdoorsnede. De spanningspieken worden herverdeeld over het langere deel van de laslengte.</p>\n<p>Het elastoplastische model van lassen geeft echte spanningswaarden en het is niet nodig om de spanning te middelen of te interpoleren. Berekende waarden bij het meest belaste laselement worden direct gebruikt voor controles van de las. Op deze manier is het niet nodig om de weerstand van <em>multi-oriented</em> lassen, lassen aan niet-verstijfde flenzen of lange lassen te verminderen.</p>\n<figure data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0bd27c97-ebab-4887-9fc1-d9027cdf3df8/Structural%20design%20of%20a%20steel%20connection%20-%20Welds.png\" data-asset-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" data-image-id=\"4a260917-112f-4e2a-9d28-8da1b16a76df\" alt=\"Lasmodel van Lasdefinitie in van elastoplastich materiaal in IDEA CONNECTION\"></figure>\n<p><em>Constraint tussen laselement en netknooppunten</em></p>\n<p>Algemene lassen kunnen, terwijl ze plastische herverdeling gebruiken, worden ingesteld als continu, gedeeltelijk en onderbroken. Doorlopende lassen zijn over de gehele lengte van de rand, gedeeltelijk stelt de gebruiker in staat om offsets van beide kanten van de rand in te stellen, en onderbroken lassen kunnen bovendien worden ingesteld met een ingestelde lengte en een opening.</p>"
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De initiële axiale stijfheid wordt analytisch afgeleid in de richtlijn VDI2230 en in Agerskov (1976).</p>\n<p>\\[D_{Lb} =\\frac{L_s+0.4d_b}{EA_{ss}}\\]</p>\n<p>\\[A_{pp}=\\frac{0.75D_H(L_w-D_H)}{D_{W1}^2-D_{W2}^2}\\]</p>\n<p>\\[A_{P1}=\\frac{\\pi}{4}(D_H^2-D_{W1}^2)\\]</p>\n<p>\\[A_{P2}=\\frac{1}{2}(D_{W2}^2-D_H^2)\\tan^{-1}A_{pp}\\]</p>\n<p>\\[A_P=A_{P1}+A_{P2}\\]</p>\n<p>\\[D_{LW}=\\frac{L_W}{EA_P}\\]</p>\n<p>\\[k=\\frac{1}{D_{LB}+D_{LW}}\\]</p>\n<p>waarbij:</p>\n<ul>\n <li>\\(d_b\\) – boutdiameter</li>\n <li>\\(D_H\\) – kopdiameter</li>\n <li>\\(D_{W1}\\) – binnen ringdiameter</li>\n <li>\\(D_{W2}\\) – buitenste ringdiameter</li>\n <li>\\(L_W\\) – ringdikte</li>\n <li>\\(L_s\\) – bout grip lengte</li>\n <li>\\(A_{ss}\\) – bout brutto oppervlak</li>\n <li>\\(E\\) – elasticiteitsmodulus</li>\n</ul>\n<p>Het model komt overeen met experimentele gegevens; zie Gödrich et al. (2014). Voor de initialisatie van vloeien en vervormingscapaciteit wordt aangenomen dat plastische vervorming alleen optreedt in het schroefdraadgedeelte van de boutschacht.</p>\n<figure data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6984c02e-b380-4b92-aca1-9712291cf94b/Structural%20design%20of%20a%20steel%20connection%20-%20Bolts%20and%20preloaded%20bolts.png\" data-asset-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" data-image-id=\"acc623fd-ee60-4959-8227-ec855f72a150\" alt=\"\"></figure>\n<p><em>Kracht-vervormingsdiagram voor het dragen van de plaat</em></p>\n<p>Het kracht-vervormingsdiagram wordt geconstrueerd met behulp van de volgende vergelijkingen:</p>\n<p>Plastische stijfheid:</p>\n<p>\\[ k_t = c_1 k \\]</p>\n<p>Kracht op de elasticiteitsgrens:</p>\n<p>\\[ F_{t,el} = \\frac{F_{t,Rd}}{c_1 c_2 - c_1 +1} \\]</p>\n<p>Vervorming bij elasticiteitsgrens:</p>\n<p>\\[ u_{el} = \\frac{ F_{t,el} }{k} \\]</p>\n<p>Vervorming bij plastische grens:</p>\n<p>\\[ u_{t,Rd} = c_2 u_{el} \\]</p>\n<p>\\[ c_1 = \\frac{f_{ub} - f_{yb}}{\\frac{1}{4} A E - f_{yb}} \\]</p>\n<p>\\[ c_2 = \\frac{AE}{4 f_{yb}} \\]</p>\n<p>waarbij:</p>\n<ul>\n <li>\\(F_{t,Rd}\\) – ontwerpweerstand van bout in trek</li>\n <li>\\(f_{yb}\\) – vloeigrens van de bout</li>\n <li>\\(f_{ub}\\) – uiterste treksterkte van de bout</li>\n <li>\\(A\\) – verlenging na de breuk</li>\n</ul>\n<h4>Bout in afschuiving</h4>\n<p>Alleen de drukkracht wordt overgebracht van de boutschacht naar de plaat in het boutgat. Deze wordt gemodelleerd door interpolatieverbindingen tussen de schachtknooppunten en de randknooppunten van de gaten. De vervormingsstijfheid van het schaalelement dat de platen modelleert, verdeelt de krachten tussen de bouten en simuleert de adequate draging van de plaat.</p>\n<p>Boutgaten worden beschouwd als standaard (default) of slobgaten (kan ingesteld worden in de plaatbewerker). Bouten in standaardgaten kunnen dwarskracht in alle richtingen overbrengen, bouten in slobgaten hebben één richting uitgesloten en kunnen vrij in deze geselecteerde richting bewegen.</p>\n<p>De initiële stijfheid en de ontwerpweerstand van een bout in afschuiving worden gedefinieerd door de volgende formules:</p>\n<p>\\[k_{el}=\\frac{1}{\\frac{1}{k_{11}}+\\frac{1}{k_{12}}}\\]</p>\n<p>\\[k_{11} = \\frac{8d_b^2f_{ub}}{d_{M16}}\\]</p>\n<p>\\[k_{12}=12k_td_bf_{up}\\]</p>\n<p>\\[k_t=\\min \\left ( 2.5,\\, \\frac{1.5t_{min}}{d_{M16}} \\right ) \\]</p>\n<p>\\[k_{pl}=\\frac{k_{el}}{1000}\\]</p>\n<p>waarbij:</p>\n<ul>\n <li>\\(d_b\\) – boutdiameter</li>\n <li>\\(f_{ub}\\) – uiterste boutsterkte</li>\n <li>\\(d_{M16}=16 \\textrm{ mm}\\) – diameter van de referentiebout M16</li>\n <li>\\(f_{up}\\) – uiterste sterkte van de verbonden plaat</li>\n <li>\\(t_{min}\\) – minimale dikte van de verbonden plaat</li>\n</ul>\n<p>De veer die de bout in afschuiving voorstelt, heeft een bi-lineair krachtvervormingsgedrag. Initialisatie van vloeien wordt verwacht bij:</p>\n<p>\\[F_{V,el}=0.999 F_{V,Rd}\\]</p>\n<p>De vervormingscapaciteit wordt beschouwd als:</p>\n<p>\\[\\delta_{pl}=\\delta_{el}\\]</p>\n<p>waarbij:</p>\n<ul>\n <li>\\(F_{V,el}\\) – elastische weerstand bout in afschuiving</li>\n <li>\\(F_{V,Rd}\\) – weerstand bout in afschuiving</li>\n <li>\\(\\delta_{el}\\) – elastische vervorming bout in afschuiving</li>\n</ul>\n<h4>Interactie tussen trek en afschuiving</h4>\n<p>De interactie tussen de axiale kracht en de dwarskracht kan direct in het rekenmodel worden ingevoerd. De verdeling van de krachten komt beter overeen met de werkelijkheid (zie bijgevoegd diagram). Bouten met een hoge trekkracht nemen minder afschuifkracht op en omgekeerd.</p>\n<figure data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/8137accf-c8f2-4c63-8715-52ef53e2748f/EC-bolt_interaction.png\" data-asset-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" data-image-id=\"ee6f8f98-26d7-46f8-9051-4032b2a043c8\" alt=\"\"></figure>\n<p><em>Voorbeeld van de interactie van axiale en dwarskracht (EC)</em></p>\n<h3>Voorgespannen bouten</h3>\n<p>Voorgespannen bouten worden gebruikt wanneer een minimale vervorming nodig is. Het trekmodel van een bout is hetzelfde als voor standaardbouten. De dwarskracht wordt niet overgebracht via stuiken maar via wrijving tussen de geklemde platen.</p>\n<p>De ontwerp slipweerstand van een voorgespannen bout wordt beïnvloed door een toegepaste trekkracht.</p>\n<p><a data-item-id=\"b0a659df-8f92-4d1f-abb6-2efa02bad946\" href=\"\">IDEA StatiCa Connection</a> controleert de voorslipping grenstoestand van voorgespannen bouten. Als er een slipeffect optreedt, voldoen de bouten niet aan de controle. Dan moet de post-slipping grenstoestand worden gecontroleerd als een standaard oplegcontrole van bouten waarbij boutgaten dragend worden belast en bouten in afschuiving.</p>\n<p>De gebruiker kan bepalen welke grenstoestand wordt gecontroleerd. Of het nu gaat om de weerstand tegen grote slip of de post-slipping toestand in afschuiving van bouten. Beide controles op één bout worden niet gecombineerd in één oplossing. Er wordt aangenomen dat de bout na een grote slip een standaard gedrag vertoont en kan worden gecontroleerd met de standaard oplegprocedure.</p>\n<p>De momentlast van de verbinding heeft een kleine invloed op de afschuifcapaciteit. Toch wordt een wrijvingscontrole op elke bout afzonderlijk opgelost. Deze controle is geïmplementeerd in de FEM-component van de bout. Er is geen algemene informatie beschikbaar over de vraag of de externe trekbelasting van elke bout afkomstig is van het buigmoment of van de trekbelasting van de verbinding.</p>\n<figure data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/944820ec-480b-40ff-a171-0a4df2168b13/bolts_bearing.png\" data-asset-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" data-image-id=\"2bfd95f4-5286-4ebc-9b3d-8e0fd58a01d4\" alt=\"\"></figure>\n<p><em>Spanningsverdeling in standaard schuifboutverbinding</em></p>\n<figure data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ccb7c437-2a67-438e-978c-310f790b5abc/bolts_friction.png\" data-asset-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" data-image-id=\"cd47edfc-388b-4726-bf51-d1061e981840\" alt=\"\"></figure>\n<p><em>Spanningsverdeling in slip-sterke schuifboutverbinding</em></p>"
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"value": "<p>De ankerbout wordt gemodelleerd volgens dezelfde procedures als constructiebouten. De bout is bevestigd aan één zijde van het betonblok. De lengte, <em>L</em><sub>b</sub>, die gebruikt wordt voor de berekening van de stijfheid van de bout, wordt genomen als de som van de helft van de dikte van de moer, de dikte van de sluitring, <em>t</em><sub>w</sub>, de dikte van de voetplaat, <em>t</em><sub>bp</sub>, de dikte van de mortel of de spleet, <em>t</em><sub>g</sub>, en de vrije lengte die in het beton is ingebed, die naar verwachting 8<em>d</em> zal bedragen, waarbij <em>d</em> de boutdiameter is. Factor 8 kan worden bewerkt in de Norminstelling. Deze waarde is in overeenstemming met de Componentenmethode (EN1993-1-8); de vrije lengte in het beton kan worden aangepast in de Norminstelling. De stijfheid onder trek wordt berekend als <em>k</em> = <em>E</em> <em>A</em><sub>s</sub> / <em>L</em><sub>b</sub>. Het last-vervorming diagram van de ankerbout is weergegeven in de volgende figuur. De waarden volgens ISO 898:2009 zijn samengevat in de tabel en in de formules hieronder.</p>\n<figure data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/10228509-19b1-4d24-993c-c16c2bbc1f1b/anchor_stiffness.png\" data-asset-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" data-image-id=\"170f71ad-dae9-42f3-b349-cd42b4df4e08\" alt=\"\"></figure>\n<p><em>Last–vervorming diagram van de ankerbout</em></p>\n<p>\\[ F_{t,el}=\\frac{F_{t,Rd}}{c_1 c_2 - c_1 + 1} \\]</p>\n<p>\\[ k_t = c_1 k; \\qquad c_1 = \\frac{R_m - R_e}{\\left ( \\frac{1}{4} A - \\frac{R_e}{E} \\right )E} \\]</p>\n<p>\\[ u_{el} = \\frac{F_{t,el}}{k}; \\qquad u_{t,Rd} = c_2 u_{el}; \\qquad c_2 = \\frac{AE}{4R_e} \\]</p>\n<p>waarbij:</p>\n<ul>\n <li><em>A</em> – verlenging</li>\n <li><em>E</em> – Young's elasticiteitsmodulus</li>\n <li><em>F</em><sub>t,Rd</sub> – trekweerstand van ankers</li>\n <li><em>R</em><sub>m</sub> – uiterste (trek)sterkte</li>\n <li><em>R</em><sub>e</sub> – vloeisterkte</li>\n</ul>\n<p>De stijfheid van de ankerbout in afschuiving wordt genomen als de stijfheid van de structurele bout in afschuiving.</p>\n<h4>Ankerbouten met stand-off</h4>\n<p>Ankers met stand-off kunnen worden gecontroleerd als een constructiefase voordat de kolomvoet wordt gevoegd, of als een permanente toestand. Een anker met stand-off is ontworpen als een staafelement dat wordt belast door dwarskracht, buigmoment en druk- of trekkracht. Het anker is aan beide zijden bevestigd; één zijde bevindt zich 0,5×<em>d</em> onder het betonniveau, de andere zijde bevindt zich in het midden van de plaatdikte. De kniklengte wordt conservatief aangenomen als tweemaal de lengte van het staafelement. Er wordt een plastisch weerstands-moment gebruikt. De krachten in het anker met stand-off worden bepaald met behulp van eindige elementenberekening. Het buigmoment is afhankelijk van de stijfheidsverhouding van ankers en voetplaat.</p>\n<figure data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/b9b077b4-3ece-4813-9fc1-7d46a2814653/stand-off_anchors.png\" data-asset-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" data-image-id=\"ce23a6f9-f3d2-4a77-98b6-4da922746e32\" alt=\"\"></figure>\n<p><em>Ankers met stand-off - bepaling van hefboomarm- en kniklengtes; stijve ankers zijn veilige aanname</em></p>"
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"value": "<h4>Ontwerpmodel</h4>\n<p>In CBFEM is het handig om de betonblokken te vereenvoudigen als 2D contactelementen. De verbinding tussen het beton en de grondplaat biedt alleen weerstand bij samendrukken. De compressie wordt overgebracht via het Winkler-Pasternak ondergrondmodel dat de vervormingen van het betonblok weergeeft. De trekkracht tussen de grondplaat en het betonblok wordt overgebracht door de ankerbouten. De afschuifkracht wordt overgebracht door wrijving tussen grondplaat en betonblok, door afschuifspie en door buiging van ankerbouten en wrijving. De weerstand van bouten in afschuiving wordt analytisch beoordeeld. Wrijving en afschuifspie worden gemodelleerd als een volledige enkelpuntsbeperking in het vlak van de grondplaat - betoncontact.</p>\n<h4>Vervormingsstijfheid</h4>\n<p>De stijfheid van het betonblok kan voor het ontwerp van kolombases worden voorspeld als een elastische halve bol. Een Winkler-Pasternak ondergrondmodel wordt algemeen gebruikt voor een vereenvoudigde berekening van funderingen. De stijfheid van de ondergrond wordt bepaald met behulp van de elasticiteitsmodulus van beton en de effectieve hoogte van een ondergrond als:</p>\n<p>\\[ k = \\frac{E_c}{(\\alpha_1 + \\upsilon) \\sqrt{\\frac{A_{eff}}{A_{ref}}}} \\left( \\frac{1}{\\frac{h}{a_2 d} + a_3}+a_4 \\right) \\]</p>\n<p>waar:</p>\n<ul>\n <li><em>k</em> – stijfheid van betonnen ondergrond in compressie</li>\n <li><em>E</em><sub>c</sub> – elasticiteitsmodulus van beton</li>\n <li><em>υ</em> – Poissoncoëfficiënt van het betonblok</li>\n <li><em>A</em><sub>eff</sub> – effectief gebied in compressie</li>\n <li><em>A</em><sub>ref</sub> = 1 m<sup>2</sup> – referentiegebied</li>\n <li><em>d</em> – breedte grondplaat</li>\n <li><em>h</em> – hoogte betonblok</li>\n <li><em>a</em><sub>1</sub> = 1.65; <em>a</em><sub>2</sub> = 0.5; <em>a</em><sub>3</sub> = 0.3; <em>a</em><sub>4</sub> = 1.0 – coëfficiënten</li>\n</ul>\n<p>SI-eenheden moeten in de formule worden gebruikt, de resulterende eenheid is N/m<sup>3</sup>.</p>\n<h3>Overdracht van afschuifbelasting op de grondplaat</h3>\n<p>De afschuifbelasting op de grondplaat kan op drie manieren worden overgebracht:</p>\n<ul>\n <li>Wrijving</li>\n <li>Kluft</li>\n <li>Ankers</li>\n</ul>\n<p>De gebruiker kan de gemiddelde waarde kiezen door de werking van de grondplaat te bewerken. Een combinatie van middelen/gemiddelde waarden is in de software niet toegestaan, maar EN 1993-1-8 - Cl. 6.2.2 en Fib 58 - hoofdstuk 4.2 staat de combinatie van afschuiving door ankers en wrijving onder bepaalde voorwaarden toe. In het algemeen is het conservatief om wrijving te verwaarlozen in het ontwerp van de verankering, hoewel het in sommige gevallen kan leiden tot een onderschatting van de scheurvorming in beton op het bruikbaarheidsniveau. In de regel moet de wrijvingsweerstand worden verwaarloosd indien:</p>\n<ul>\n <li>de dikte van de mortelvoeg overschrijdt de helft van de ankerdiameter,</li>\n <li>de verankeringscapaciteit wordt bepaald door een bijna-randvoorwaarde</li>\n <li>de verankering is bedoeld om weerstand te bieden aan aardbevingsbelastingen</li>\n</ul>\n<p>De combinatie met een kluft mag nooit worden toegestaan wegens de vervormingscompatibiliteit.</p>\n<h4>Overdracht van afschuifbelasting door wrijving</h4>\n<p>De schuifweerstand is gelijk aan de veiligheidsfactor van de weerstand vermenigvuldigd met de wrijvingscoëfficiënt die kan worden aangepast in de Code setup en de drukbelasting. De drukbelasting omvat alle krachten, bv. in het geval van een kolombasis belast door drukkracht en buigend moment, kan de drukbelasting die gebruikt wordt voor de wrijvingsschuifweerstand hoger zijn dan de toegepaste drukkracht.</p>\n<h4>Overdracht van afschuifbelasting door kluft</h4>\n<p>De kluft wordt gesimuleerd als een in beton gevatte stomp onder de grondplaat. De afschuifbelasting wordt naar schatting overgedragen door een gelijkmatige verdeling van de belasting over het gehele deel van de kluft dat in het betonblok is ingebed, d.w.z. alle knooppunten van de kluft onder het betonoppervlak worden gelijkmatig belast. Het deel van de kluft boven het betonoppervlak in grout wordt niet verondersteld de afschuifbelasting over te dragen.</p>\n<p>Men moet zich ervan bewust zijn dat de hefboomarm tussen de uitgeoefende afschuifbelasting (aan de grondplaat) en de afschuifweerstand (halve hoogte van de in beton ingebedde kluft) een buigend moment veroorzaakt dat moet worden overgebracht door drukkracht in beton en trekkracht in ankers.</p>\n<p>De kluft bestaat uit schaal-eindige elementen en wordt gecontroleerd als gewone platen. Ook de lassen van de \"kluft\" aan de grondplaat worden gecontroleerd met standaardprocedures in IDEA Connection. Bij handmatige berekeningen wordt meestal uitgegaan van de ligger-theorie voor de kluft, hoewel dit niet nauwkeurig is omdat de lengte/breedte-verhouding bij de kluft zeer klein is. Daarom kan er een significant verschil zijn tussen IDEA Connection en de handmatige berekening.</p>\n<h4>Overdracht van afschuifbelasting door ankers</h4>\n<p>De afschuifweerstand wordt bepaald door de afschuifweerstand van de ankers. De staalweerstand van ankers heeft een elastoplastische belasting-vervormingscurve, maar de bezwijkwijzen van beton worden als volkomen bros beschouwd.</p>\n<p><br></p>\n<p><br></p>"
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"value": "<p>De CBFEM-methode (Component Based Finite Element Model) maakt een snelle analyse mogelijk van verbindingen met verschillende vormen en configuraties.. Het model bestaat uit elementen waarop de belasting wordt uitgeoefend en productiebewerkingen (inclusief verstijvende staven) die dienen om elementen met elkaar te verbinden. Elementen moeten niet verward worden met productiebewerkingen omdat hun snijkanten verbonden zijn via koppelingen met het verbindingsknoop, dus ze vervormen niet goed als ze gebruikt worden in plaats van productiebewerkingen (verstijvende staven).</p>\n<p>Het geanalyseerde FEM-model wordt automatisch gegenereerd. De ontwerper maakt het FEM-model niet, hij maakt de verbinding met behulp van productiebewerkingen - zie de afbeelding.</p>\n<figure data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/63e297de-c550-403a-8916-b062feafa1da/Structural%20design%20of%20steel%20connection%20-%20Analysis%20model.png\" data-asset-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" data-image-id=\"a2574f21-91e0-405f-8b0d-d12f7b283000\" alt=\"\"></figure>\n<p><em>Productiebewerkingen/items die kunnen worden gebruikt om de verbinding te construeren</em></p>\n<p>Elke productiebewerking voegt nieuwe onderdelen toe aan de verbinding - sneden, platen, bouten, lassen.</p>\n<h3>Dragende elementen en ondersteuningen</h3>\n<p>Eén element van de verbinding is altijd ingesteld als \"dragend\". Alle andere elementen zijn \"verbonden\". Het dragende element kan gekozen worden door de ontwerper. Het dragende element kan \"doorgaand\" of \"beëindigd\" zijn in de verbinding. \"Beëindigde\" elementen worden aan één kant ondersteund en \"doorgaande\" elementen worden aan beide uiteinden ondersteund.</p>\n<p>Er bestaan verschillende types verbonden elementen, afhankelijk van de last die het element kan dragen:</p>\n<ul>\n <li>Type N-Vy-Vz-Mx-My-Mz – het element is in staat om alle 6 componenten van interne krachten over te brengen</li>\n <li>Type N-Vy-Mz – het element kan alleen lasten overbrengen in het XY-vlak - interne krachten <em>N, V</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em></li>\n <li>Type N-Vz-My – het element kan alleen lasten overbrengen in het XZ-vlak - interne krachten <em>N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></li>\n <li>Type N-Vy-Vz – het element kan alleen normaalkracht N en dwarskrachten <em>V</em><em><sub>y</sub></em> en <em>V</em><em><sub>z</sub></em> overbrengen</li>\n</ul>\n<figure data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a46a953e-1453-453e-aee8-1db6f5dc8a92/plate_to_plate.png\" data-asset-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" data-image-id=\"8b01a70f-2677-46ec-b28c-af7736fed6e7\" alt=\"\"></figure>\n<p><em>Plaat op plaat verbinding brengt alle componenten van interne krachten over</em></p>\n<figure data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0f725712-9a98-4337-babe-db4c40fbf217/fin_plate.png\" data-asset-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" data-image-id=\"0ed6b352-19d6-49be-b405-2ef0aab384b3\" alt=\"\"></figure>\n<p><em>De lipplaatverbinding kan alleen lasten overbrengen in het XZ-vlak - interne krachten N, V</em><em><sub>z</sub></em><em>, M</em><em><sub>y</sub></em></p>\n<figure data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0728f58f-9030-4cd6-9894-f3f891b6783d/gusset.png\" data-asset-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" data-image-id=\"716fa2e4-5e89-481e-9b8b-92d52d99a643\" alt=\"\"></figure>\n<p><em>Schetsplaat - verbinding van vakwerkstaaf kan alleen axiale kracht N en dwarskrachten Vy en Vz overbrengen</em></p>\n<p>Elke verbinding is in evenwicht tijdens de analyse van de raamconstructie. Als de eindkrachten van de individuele elementen worden toegepast op het gedetailleerde CBFEM-model, wordt er ook aan de evenwichtstoestand voldaan. Het zou dus niet nodig zijn om steunen te definiëren in het rekenmodel. Om praktische redenen wordt de steun die alle verplaatsingen weerstaat, echter gedefinieerd in het eerste uiteinde van het dragende element. Het beïnvloedt noch de spanningstoestand noch de interne krachten in de verbinding, alleen de presentatie van vervormingen.</p>\n<p>Aan de uiteinden van de verbonden elementen worden geschikte ondersteuningstypes gedefinieerd die rekening houden met het type van de individuele elementen om het optreden van instabiele mechanismen te voorkomen.</p>\n<p>De standaardlengte van elk element is twee keer de hoogte. 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"value": "<p>De lasten op elke knoop in het constructiemodel moeten in evenwicht zijn. Eventuele onevenwichtige krachten worden opgevangen door steunpunten. Het wordt aanbevolen om een belastingcombinatie te gebruiken in plaats van een omhullende met interne krachten.</p>\n<p>Elke knoop van het 3D FEM-model moet in evenwicht zijn. De evenwichtsvereiste is correct, maar niet noodzakelijk voor het ontwerp van eenvoudige verbindingen. Eén element van de verbinding is altijd \"dragend\" en de andere zijn verbonden. Als alleen de verbinding van verbonden elementen wordt gecontroleerd, is het niet nodig om het evenwicht te bewaren. Er zijn dus twee manieren beschikbaar om lasten in te voeren:</p>\n<ul>\n <li><strong>Versimpeld</strong> - bij deze modus wordt het dragende element ondersteund (doorgaande ligger aan beide zijden) en wordt de last niet gedefinieerd op het element.</li>\n <li><strong>Expert</strong> (exact met evenwichtscontrole) - het dragende element wordt aan één kant ondersteund, de lasten worden op alle elementen toegepast en het evenwicht moet worden gevonden.</li>\n</ul>\n<p>De modus kan worden aangepast in de werkbalk <strong>Lasten in evenwicht</strong>.</p>\n<figure data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6ed750c5-531a-4fa1-b9ee-7d11a50e6f3f/loads_in_equilibrium.png\" data-asset-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" data-image-id=\"c7882bc4-30ca-4cff-b9fc-549bc88167a0\" alt=\"\"></figure>\n<p>Het verschil tussen de modi wordt getoond in het volgende voorbeeld van een T-verbinding. De ligger wordt belast door het eindbuigmoment van 41 kNm. Er is ook een samendrukkende normaalkracht van 100 kN in de kolom. In het geval van versimpelde modus wordt geen rekening gehouden met de normaalkracht omdat de kolom aan beide uiteinden wordt ondersteund. Het programma toont alleen het effect van het buigend moment van de ligger. Effecten van de normaalkracht worden alleen geanalyseerd in de volledige modus en worden getoond in de resultaten.</p>\n<figure data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/82457b84-fa4f-4320-9e1a-18f4d85b074d/no_equilibrium.png\" data-asset-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" data-image-id=\"e0b79257-ccb6-4543-8c98-68aafb7b6fbd\" alt=\"\"></figure>\n<p><em>Versimpelde invoer: er wordt GEEN rekening gehouden met de normaalkracht in de kolom</em></p>\n<figure data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/a1a76867-b7dd-453d-9409-59af9a44cdd8/equilibrium.png\" data-asset-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" data-image-id=\"9addd78c-a6d4-42aa-99fe-735b818f9501\" alt=\"\"></figure>\n<p><em>Expert invoer: er wordt rekening gehouden met de normaalkracht in de kolom</em></p>\n<p>De versimpelde methode is eenvoudiger voor de gebruiker, maar kan alleen gebruikt worden als de gebruiker geïnteresseerd is in het bestuderen van verbindingsitems en niet het gedrag van de hele verbinding.</p>\n<p>In gevallen waar het dragende element zwaar wordt belast en dicht bij zijn grenscapaciteit zit, is de expert modus met alle interne krachten in de verbinding noodzakelijk.</p>"
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Eccentricities of the members caused by the joint design are respected during transfer.</p>\n<p>The analysis model created by CBFEM method corresponds to the real joint very precisely, whereas the analysis of internal forces is performed on much idealized 3D FEM bar model, where individual beams are modeled using center lines and the joints are modeled using immaterial nodes.</p>\n<figure data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5627020e-d90c-42b3-be1e-dd6ad0cc2ba1/Structural%20design%20of%20steel%20connections%20-%20Loads.png\" data-asset-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" data-image-id=\"10096aab-7085-4165-96a7-c5a05676a1af\" alt=\"\"></figure>\n<p><em>Joint of a vertical column and a horizontal beam</em></p>\n<p>The internal forces are analyzed using 1D members in the 3D model. There is an example of the internal forces in the following figure.</p>\n<figure data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/f94c9234-06f3-455f-b8c0-0718fb1f3082/M_V.png\" data-asset-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" data-image-id=\"0bfcbcb4-ae12-4731-a21e-87704c4a6d9a\" alt=\"\"></figure>\n<p><em>Internal forces in horizontal beam; M and V are the end forces at joint</em></p>\n<p>The effects caused by a member on the joint are important to design the joint (connection). The effects are illustrated in the following figure:</p>\n<figure data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/bf7d9959-a914-4692-92b9-9c8e34bec9d7/1D_CBFEM.png\" data-asset-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" data-image-id=\"8d26d59b-f842-4e4d-b55b-f667ee2a2e6a\" alt=\"\"></figure>\n<p><em>Effects of the member on the joint; CBFEM model is drawn in dark blue color</em></p>\n<p>Moment M and shear force V act in the theoretical joint. The point of the theoretical joint does not exist in the CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and V which have to be transferred to the end of segment in the distance r</p>\n<p><em>M</em><sub>c</sub> = <em>M</em> – <em>V</em> ∙ <em>r</em></p>\n<p><em>V</em><sub>c</sub> = <em>V</em></p>\n<p>In the CBFEM model, the end section of the segment is loaded by moment <em>M</em><sub>c</sub> and force <em>V</em><sub>c</sub>.</p>\n<p>When designing the joint, its real position relative to the theoretical point of joint must be determined and respected. The internal forces in the position of the real joint are mostly different from the internal forces in the theoretical point of joint. Thanks to the precise CBFEM model, the design is performed on reduced forces – see moment <em>M</em><sub>r</sub> in the following figure:</p>\n<figure data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/41b9b039-09df-4358-a5df-193329807c2b/Mr.png\" data-asset-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" data-image-id=\"9dea301a-b4b0-45ac-a201-17d2166608e9\" alt=\"\"></figure>\n<p><em>Bending moment on CBFEM model: The arrow points to the real position of connection</em></p>\n<p>When loading the joint, it must be respected that the solution of the real joint must correspond to the theoretical model used for calculation of internal forces. This is fulfilled for rigid joints but the situation may be completely different for hinges.</p>\n<figure data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/73a64f02-d658-4e3e-a965-dc3c77832767/pinned.png\" data-asset-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" data-image-id=\"e622907f-9a02-4a70-ac5d-40dcd37bce98\" alt=\"\"></figure>\n<p><em>Position of hinge in theoretical 3D FEM model and in the real structure</em></p>\n<p>It is illustrated in the previous figure that the position of the hinge in the theoretical 1D members model differs from the real position in the structure. The theoretical model does not correspond to reality. When applying the calculated internal forces, a significant bending moment is applied to the shifted joint and the designed joint is overlarge or cannot be designed either. The solution is simple – both models must correspond. Either the hinge in 1D member model must be defined in the proper position or the shear force must be shifted to get a zero moment in the position of the hinge.</p>\n<figure data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/d108966f-a62c-4b08-8a51-ed0db6d10eee/M_r_CBFEM.png\" data-asset-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" data-image-id=\"74ae8357-4575-43b3-b11f-ecefebe5b415\" alt=\"\"></figure>\n<p><em>Shifted distribution of bending moment on beam: zero moment is at the position of the hinge</em></p>\n<p>The shift of the shear force can be defined in the table for the internal forces definition.</p>\n<p>The location of load effect has a big influence on the correct design of the connection. To avoid all misunderstandings, we allow the user to select from three options – <strong>Node</strong> / <strong>Bolts</strong> / <strong>Position</strong>.</p>\n<figure data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/2f8a04e0-e53d-471b-862f-5a3cf91af8db/node_bolts_position.png\" data-asset-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" data-image-id=\"412d71c8-6632-4943-90cb-5f4465a1e332\" alt=\"\"></figure>\n<p>Note that when selecting the Node option, the forces are applied at the end of a selected member which is usually at the theoretical node unless the offset of the selected member is set in geometry.</p>\n<h4>Import loads from FEA programs</h4>\n<p>IDEA StatiCa enables to import internal forces from third-party FEA programs. FEA programs use an envelope of internal forces from combinations. IDEA StatiCa Connection is a program which resolves steel joint nonlinearly (elastic/plastic material model). Therefore, the envelope combinations cannot be used. IDEA StatiCa searches for extremes of internal forces (<em>N, V</em><em><sub>y</sub></em><em>, V</em><em><sub>z</sub></em><em>, M</em><em><sub>x</sub></em><em>, M</em><em><sub>y</sub></em><em>, M</em><em><sub>z</sub></em>) in all combinations at the ends of all members connected to the joint. For each such extreme value, also all other internal forces from that combination in all remaining members are used. Idea StatiCa determines the worst combination for each component (plate, weld, bolt etc.) in the connection.</p>\n<p>The user can modify this list of load cases. He can work with combinations in the wizard (or BIM) or he can delete some cases directly in IDEA StatiCa Connection.</p>\n<p><strong>Warning!</strong></p>\n<p>It is necessary to take into account unbalanced internal forces during the import. This can happen in following cases:</p>\n<ul>\n <li>Nodal force was applied to the position of the investigated node. The software cannot detect which member should transfer this nodal force and, therefore, it is not taken into account in the analysis model. <em>Solution: Do not use nodal forces in global analysis. If necessary, the force must be manually added to a selected member as a normal or shear force.</em></li>\n <li>Loaded, non-steel (usually timber or concrete) member is connected to the investigated node. Such member is not considered in the analysis and its internal forces are ignored in the analysis. <em>Solution: Replace the concrete member with a concrete block and anchorage.</em></li>\n <li>The node is a part of a slab or a wall (usually from concrete). The slab or the wall is not part of the model and its internal forces are ignored. <em>Solution: Replace the concrete slab or wall with a concrete block and anchorage.</em></li>\n <li>Some members are connected to the investigated node via rigid links. Such members are not included in the model and their internal forces are ignored. <em>Solution: Add these members into the list of connected members manually.</em></li>\n <li>Seismic load cases are analysed in the software. Most FEA software offer the modal analysis to solve seismicity. The results of internal forces of seismic load cases provide usually only internal force envelopes in sections. Due to the evaluation method (square root of the sum of squares – SRSS), the internal forces are all positive and it is not possible to find the forces matching to the selected extreme. It is not possible to achieve a balance of internal forces. <em>Solution: Change the positive sign of some internal forces manually.</em></li>\n</ul>"
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"value": "<p>Buckling is usually not an important issue in joints however, it should be checked that there are no buckling issues and the results of strength analysis, which uses only geometrically linear analysis, are correct.</p>\n<p>IDEA StatiCa Connection is able to perform linear buckling analysis of a model of a joint. The results are predicted in buckling modes. Critical load, at which buckling of perfect model occurs, is calculated for each buckling mode. Critical load is presented by multipliers of the load acting on the joint. According to the buckling mode and critical load multiplier, the user can determine the safe buckling design.</p>\n<p>Some codes, e.g. Eurocode (EN 1993-1-1, Chapter 5.2.1), recommend a critical load multiplier higher than 15 for bar models of structures. If the critical load multiplier is higher than 15, the code does not require buckling check of members.</p>\n<p>For joints, the matter is different and the code does not provide any specific recommendation. Design of local buckling must be tackled in another way. Generally, the local buckling may be divided into three groups:</p>\n<ol>\n <li>Plates connecting individual members</li>\n <li>Stiffening plates in the joint – stiffeners, ribs, short haunches</li>\n <li>Closed sections and thin-walled sections</li>\n</ol>\n<p>Buckling of plates from group 1 affects the buckling shape of the whole member. Therefore, it is recommended to apply the same rules as for these members also to these plates, i.e. consider safe critical load multiplier 15 and higher. The engineer should verify that real execution of the joint corresponds to the boundary conditions of the model used for buckling analysis of the whole structure.</p>\n<p>Plates from group 2 affect local buckling of the joint. For such plates, the safe boundary of critical load multiplier 15 is conservative, but specific guidance is missing in codes. The guidance is provided by <a href=\"https://www.ideastatica.com/support-center/all?category=scientific_article&label=buckling\" data-new-window=\"true\" title=\"IDEA StatiCa Support Center\" target=\"_blank\" rel=\"noopener noreferrer\">research papers</a> that recommend safe boundary of critical load multiplier equal to 3.</p>\n<p>Buckling of plates and members from group 3 is very problematic and individual assessment of each particular case is necessary.</p>\n<p>For plates with critical load multiplier smaller than suggested values (15 for group 1, 3 for group 2), plastic design cannot be used. Other methods that are not offered by IDEA StatiCa are necessary for their check.</p>\n<p>The result of buckling analysis in IDEA Connection is not a definite check. The codes do not give sufficient guidance. The assessment requires engineering judgment and IDEA StatiCa provides unique tools not available in standard design software.</p>\n<figure data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/1571dacd-fb9b-4c75-9adf-91746be2a52c/Steel%20joint%20buckling%20analysis.png\" data-asset-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" data-image-id=\"daa85f66-8e1f-4ad5-9669-b8c24536c88f\" alt=\"\"></figure>\n<p><em>Gusset plate as an elongation of a truss – example of plate from group 1 for which buckling can be neglected if critical buckling factor is higher than 15</em></p>\n<figure data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/efa05183-1d66-4644-9e09-6d2167ea28c1/buckling2.png\" data-asset-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" data-image-id=\"64f50f79-57b5-48a7-8773-6f4a05ecaa2a\" alt=\"\"></figure>\n<p><em>Examples of buckling shapes of plates from group 2 where the buckling can be neglected if critical buckling factor is higher than 3</em></p>\n<p>The model used for buckling analysis is supported by different supports than set by the user in stress, strain analysis type (EPS). The bearing member stays fully supported. Model type of a beam set as N-Vy-Vz-Mx-My-Mz (free to move in stress, strain analysis type) is fully supported in buckling analysis. All other beam analysis types have restrained bending moments and normal force but are free to move sideways.</p>\n<ul>\n <li>Model type N-Vy-Vz-Mx-My-Mz: supports in buckling model: N-Vy-Vz-Mx-My-Mz</li>\n <li>Model type N-Vy-Vz: supports in buckling model: N-Mx-My-Mz</li>\n <li>Model type N-Vz-My: supports in buckling model: N-Mx-My-Mz</li>\n <li>Model type N-Vy-Mz: supports in buckling model: N-Mx-My-Mz</li>\n</ul>\n<p>It is assumed that in case of rigid joint, user sets bending moment and the buckling of the short beam segment is not relevant. On the other hand, in the case of pinned joint, user sets only normal and shear force and no bending moment but the buckling of the pinned member is relevant so it contributes to the buckling factor. See the figure below. \"Model\" shows the model in stress-strain analysis type and \"Buckling\" shows the model in the buckling analysis.</p>\n<figure data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/c79b0662-8042-4da8-b653-4607bdaf1fce/buckling3.png\" data-asset-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" data-image-id=\"96acce5c-0e2d-4837-84a5-f073225fa84d\" alt=\"\"></figure>"
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"value": "<p>Joints of hollow section members may undergo serious deformations while able to carry still higher loads. On the other hand, the plates may buckle in inelastic range, for which purpose, geometrically and materially nonlinear analysis is implemented.</p>\n<p>Verbindingen van holle profielen kunnen ernstige vervormingen ondergaan terwijl ze nog hogere belastingen kunnen dragen. Aan de andere kant kunnen de platen knikken in een niet-elastisch bereik, waarvoor geometrische en materieel niet-lineaire analyse wordt geïmplementeerd.</p>\n<h4>Uit-het-vlak vervorming </h4>\n<p>Een van de criteria voor de uiterste grenstoestand van holle profielverbindingen is de uit-het-vlak vervorming van de holle doorsnede. De controle is beschikbaar in de software (in Code Setup als Lokale vervormingscontrole, voor holle doorsnedes standaard ingeschakeld). Het wordt herkend door <a href=\"https://www.cidect.org/design-guides/\"><strong>CIDECT design guides</strong></a>. De limieten zijn 3% van de kleinere afmeting van de doorsnede (0,03 d0 voor CHS en 0,03 b0 voor RHS) voor de uiterste grenstoestand en 1% voor de bruikbaarheidsgrenstoestand.</p>\n<figure data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/0a007549-7dd8-4f3d-82bb-bd025ce91c63/hollow_sections2.PNG\" data-asset-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" data-image-id=\"5a438c97-6033-4a56-9d0b-f422e233ad59\" alt=\"lokale vervormingen van holle doorsnedes in IDEA CONNECTION\"></figure>\n<p><em>Definitie van doorsnedematen voor ronde buisprofielen (CHS) en rechthoekige kokerprofielen (RHS)</em></p>\n<figure data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/ec91f617-98e4-4cce-8e89-dca42c9c7a0b/hollow_sections.png\" data-asset-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" data-image-id=\"3d929273-3740-4b0f-80ac-cbcdef7156dc\" alt=\"falen van holle dunwandige doorsnedes in IDEA CONNECTION\"></figure>\n<p><em>Typical load-deformation diagrams for hollow section joints; the red curve is for thin-walled member loaded in compression, the green curve for regular members loaded in compression, the blue curve is e.g. for X-joint loaded by tension</em></p>\n<p>Typische belastings-vervormingsdiagrammen voor buisprofiel-verbindingen; de rode curve is voor dunwandige staven die op druk worden belast, de groene curve voor normale staven die op druk worden belast, de blauwe curve is b.v. voor X-verbinding belast onder trek.</p>\n<h4>Geometrisch en materiaal niet-lineare analyse (GMNA)</h4>\n<p>In het geval van sommige verbindingen van holle profielen, vooral met een hoge diameter / dikte-verhouding, kan de geometrisch lineaire analyse het gedrag van de verbinding niet met voldoende precisie vastleggen en kan de belastingsweerstand worden onderschat of overschat. Het wordt aanbevolen om meer geavanceerde geometrische en materieel niet-lineaire analyse te gebruiken voor verbindingen van holle profielen, ook al is de rekentijd iets hoger. Als GMNA-analyse voor holle profielen is geselecteerd in norm-instellingen, wordt GMNA gebruikt in plaats van geometrisch lineaire en materieel niet-lineaire analyse (MNA, gebruikt als standaard in IDEA Statica Connection) voor modellen met hol profiel als aangesloten staaf</p>"
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"value": "Vermoeiingsberekening dient om het normaal- en schuifspanningsbereik tussen twee lasteffecten te bepalen. De spanningen komen overeen met nominale spanningen en moeten verder worden geëvalueerd met behulp van Norm-ontwerpmethoden."
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"value": "<p> Het moet worden gebruikt voor het ontwerp van hoogcyclische vermoeiingsdetails, waarbij geen vloeien wordt verwacht.</p>\n<p>Het type vermoeiingsanalyse biedt geen uiteindelijke weerstand of aantal cycli dat het detail kan nemen. Het levert alleen input voor verdere berekeningen volgens de bedoelde normen.</p>\n<p>Er moeten altijd ten minste twee belastinggevallen worden ingesteld. Het eerste belastingsgeval is de referentielast. Het wordt bijvoorbeeld aangenomen als een eigen gewicht van de constructie en kan nullasten bevatten. De andere belastinggevallen simuleren vermoeidheidsacties. De nominale normaal- en schuifspanning geleverd door IDEA StatiCa is het spanningsbereik tussen de vermoeiingsactie, b.v. LE2 en de referentielast.</p>\n<p>De schuifspanning op een bepaalde locatie is bijvoorbeeld 50 MPa in het referentielast en 180 MPa in LE2. De weergegeven nominale schuifspanning op deze plaats is:</p>\n<p>\\[\\tau = 180-50=130\\, \\textrm{MPa}\\]</p>\n<p>Houd er rekening mee dat platen niet mogen vloeien als gevolg van vermoeiingsacties, anders worden de spanningsbereiken vervormd. </p>\n<p>De spanningen zijn beschikbaar voor:</p>\n<ul>\n <li>Bouten</li>\n <li>Lassen</li>\n <li>Platen</li>\n</ul>\n<h3>Bouten</h3>\n<p>Bij bouten worden de spanningen eenvoudig bepaald door de kracht te delen door het overeenkomstige gebied:</p>\n<ul>\n <li>\\(\\sigma = F_t / A_s \\)</li>\n <li>\\(\\tau = V / A \\)</li>\n</ul>\n<p>waarbij:</p>\n<ul>\n <li>\\(F_t\\) – trekkracht in de bout</li>\n <li>\\(A_s\\) – trekspanningsgebied van de bout</li>\n <li>\\(V\\) – afschuifkracht in bout; als er meerdere afschuifvlakken zijn, wordt de hoogste afschuifkracht gebruikt</li>\n <li>\\(A\\) – gebied van de bout dat weerstand biedt aan afschuiving</li>\n</ul>\n<h3>Lassen</h3>\n<p>Lassen in CBFEM bestaan uit het laselement met <em>multipoint constraints</em> die de platen verbinden. De spanningsverdeling in de las wordt verstoord door de <em>constraints</em> en daarom worden de spanningen genomen van een sectie die zich op 1,5 keer van de lasgrootte van de las bevindt. Er worden drie secties gemaakt voor een dubbelzijdige hoeklas. Twee secties vallen in dezelfde detailcategorie en alleen de meer benadrukte wordt getoond. De maximale normaalspanning en de bijbehorende schuifspanning op dezelfde locatie, evenals de maximale schuifspanning en de bijbehorende normaalspanning op dezelfde locatie worden weergegeven.</p>\n<figure data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/6096a5d7-d1dd-47f8-be7e-4f2943c80a20/FAT_weld.png\" data-asset-id=\"c809153d-25c3-4725-a953-14143234806b\" data-image-id=\"c809153d-25c3-4725-a953-14143234806b\" alt=\"Vermoeiingsberekening van de las in IDEA CONNECTION\"></figure>\n<h3>Platen</h3>\n<p>The stress in plates may be visualized by creating a user-defined section by a Workplane manufacturing operation. In the figure below, two workplanes were created to see the stresses around bolt holes. The maximum normal stress and the corresponding shear stress at the same location, as well as the maximum shear stress and the corresponding normal stress at the same location are shown.</p>\n<p>De spanning in platen kan worden gevisualiseerd door een door de gebruiker gedefinieerde sectie te maken door een <em>Workplane-bewerking</em>. In de onderstaande afbeelding zijn twee werkvlakken gemaakt om de spanningen rond boutgaten te kunnen zien. De maximale normaalspanning en de bijbehorende schuifspanning op dezelfde locatie, evenals de maximale schuifspanning en de bijbehorende normaalspanning op dezelfde locatie worden weergegeven.</p>\n<figure data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\"><img src=\"https://assets-us-01.kc-usercontent.com:443/28eac049-c8ed-00e2-220c-12142a968dff/5d05e482-4c90-4f7f-a7f8-592b6d6be4f3/FAT_WP.png\" data-asset-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" data-image-id=\"709c7491-6499-4b38-9ef6-d3fa262da6cf\" alt=\"\"></figure>"
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"value": "<h2><br></h2>\n<h2>Inleiding tot de CBFEM-methode</h2>\n<p><a href=\"#general-introduction\">Algemene inleiding voor het structureel ontwerp van staalverbinding</a><br>\n<a href=\"#Steel-connection-material-model\">Staalverbinding Materiaal model</a><br>\n<a href=\"#Plate-model-and-mesh-convergence\">Plaatmodel en netconvergentie</a><br>\n<a href=\"#Contacts-between-steel-connection-plates\">Contacten tussen stalen verbindingsplaten</a><br>\n<a href=\"#Welded connections analysis\">Lassen</a><br>\n<a href=\"#Bolts and preloaded bolts connections\">Bouten en voorgespannen boutverbindingen</a><br>\n<a href=\"#Anchor_bolts\">Ankerbouten</a><br>\n<a href=\"#Structural model of a concrete block\">Betonblok</a></p>\n<h2>Analysemodel van IDEA StatiCa</h2>\n<p><a href=\"#Steel joint analysis model\">Rekenmodel voor staalverbinding</a><br>\n<a href=\"#Node equilibrium in the 3D FEM model\">Knoopevenwicht in het 3D FEM-model</a><a href=\"#Equilibrium_in_node\"><br>\n</a><a href=\"#Internal forces in the steel connections\">Internal forces in the steel connections</a><br>\n<a href=\"#Strength analysis of steel joints\">Strength analysis of steel joints</a><br>\n<a href=\"#Stiffness analysis and deformation capacity of steel joints\">Stiffness analysis and deformation capacity of steel joints</a><br>\n<a href=\"#Steel connection capacity design\">Steel connection capacity design</a><br>\n<a href=\"#Steel connection design resistance\">Steel connection design resistance</a><br>\n<a href=\"#Steel joint buckling analysis\">Steel joint buckling analysis</a><br>\n<a href=\"#Analysis convergence of complex steel connection models\">Analysis convergence of complex steel connection models</a><br>\n<a href=\"#Steel-to-timber connections\">Steel-to-timber connections</a><br>\n<a href=\"#Thin-walled steel members\">Thin-walled steel members</a><br>\n<a href=\"#Lateral-torsional restraint in structural design\">Lateral-torsional restraint in structural design</a><br>\n<a href=\"#Steel joints of hollow section cross-section members\">Steel joints of hollow section cross-section members</a><br>\n<a href=\"#Fatigue_analysis_type_in_structural_design\">Fatigue analysis type in structural design</a><br>\n<a href=\"#Fire-design\">Fire design</a></p>\n<h2>Specificaties voor nationale normen</h2>\n<p><a data-item-id=\"13cc5bee-7ec7-422b-8dbe-8a57ef0073a9\" href=\"\">Check of components according to EN (Eurocode)</a><br>\n<a data-item-id=\"39660a09-9d6b-596f-acab-dbef59ebd019\" href=\"\">Check of components according to AISC (American standards)</a><br>\n<a data-item-id=\"ccb0dd69-3047-537c-9214-82c29d42a56a\" href=\"\">Check of components according to CISC (Canadian standards)</a><br>\n<a data-item-id=\"93b8c5be-e359-5cf8-a004-7b0ebf0553e7\" href=\"\">Check of components according to AS (Australian standards)</a><br>\n<a data-item-id=\"b7bfd35a-ab30-57d6-b2de-6087b7101d97\" href=\"\">Check of components according to SP (Russian 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