Biblioteca_1542706

CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 1 de 7 1ª QUESTÃO: Uma chapa de 1/2 x 5\u201d (1,27 x 12,7 cm) de aço A36 (MR250) é solicita da à tração conforme indicado na figura. Ela está conectada à uma chapa gusset por quatro parafusos de diâmetro 5/8\u201d (15,88 mm). Determine o esforço de tração resistente pelo método dos estados limites. RESOLUÇÃO: \u2022 Escoamento da área bruta: \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \uf23a \ue373\ue1e1 \ue374\ue379 \ue003\ue754 \ue003 \ue373\ue374 \ue1e1\ue379 \uf23b \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue375\ue378\ue378 \ue1e1 \ue377\ue379 \ue003 \ue08d\ue011 \u2022 Ruptura da área líquida: d = 15,88 + 3,5 = 19,38 mm = 1,94 cm \ue723 \uebe1 \ued4c \uf240\ue73e \ued46 \uedcd \ue740 \uf241 \ue750 \ued4c \uf23a \ue373\ue374 \ue1e1\ue379 \ued46 \ue374\ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue376 \uf23b \ue003\ue754 \ue003\ue373\ue1e1 \ue374\ue379 \ued4c \ue373\ue373 \ue1e1 \ue374\ue372 \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue723 \uebe1 \ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue373\ue373 \ue1e1 \ue374\ue372 \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue375\ue375\ue373 \ue1e1 \ue37a\ue377 \ue003 \ue747\ue730 O esforço resistente é determinado pela ruptura da área líquida. 2ª QUESTÃO: Determinar a menor área líquida A n para a chapa representada a s eguir, considerando os percursos básicos (abde; ab cde). Os furos são para p arafusos de d iâmetro 1\u201d (2,54 cm), as d imensões verticais entre furos são 3\u201d, 5\u201d, 5\u201d e 3\u201d (7,62cm; 12,7cm; 12,7cm e 7,62 c m), totalizando 16\u201d (40,64 cm), as dimensões horizontais são sempre iguais a 3\u201d (7,62 cm) e a espessura vale t = 3/4\u201d (1, 905 cm). CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 2 de 7 RESOLUÇÃO: d = 2,54 + 0,35 = 2,89 cm \u2022 Percurso abde: \ue723 \uebe1 \ued4c \uf240\ue73e \ued46 \uedcd \ue740 \uf241 \ue750 \ued4c \uf23a \ue376\ue372 \ue1e1 \ue378\ue376 \ued46 \ue374\ue003\ue754 \ue003\ue374\ue1e1 \ue37a\ue37b \uf23b \ue003\ue754 \ue003\ue373 \ue1e1 \ue37b\ue372\ue377 \ued4c \ue378\ue378 \ue1e1 \ue376\ue373 \ue003\ue73f\ue749\ue37e \u2022 Percurso abc de : \ue723 \uebe1 \ued4c \uf246\ue73e \ued46 \uedcd \ue740 \ued45 \uedcd \ue74f \ueb36 \ue376\ue743 \uf247 \ue750 \ued4c \uf246 \ue376\ue372 \ue1e1 \ue378\ue376 \ued46 \ue375 \ue003\ue754 \ue003\ue374\ue1e1 \ue37a\ue37b \ued45 \ue374\ue003\ue754 \ue003 \ue379\ue1e1 \ue378\ue374 \ueb36 \ue376\ue003\ue754 \ue003 \ue373\ue374 \ue1e1\ue379 \uf247 \ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue372\ue377 \ued4c \ue378\ue377 \ue1e1 \ue374\ue378 \ue003\ue73f\ue749\ue37e O percurso abcde tem a menor área líquida. 3ª QUESTÃO: Uma cantoneira L 3 1 /2 x 3/8\u201d (22,58 x 0,953 cm) está conectada a uma chapa gusset por parafusos de 22,22 mm como most ra a figura. Sendo o tipo do aço A36 (MR250), a carga per manente de equipamentos aplicada de 115,69 kN e a car ga variável de uso de 66,72 kN, de termine s e o elemento é c apaz de resistir as solicita çõ es impostas. Assumir que C t = 0,85 e A g = 16,13 cm 2 . RESOLUÇÃO: \u2022 Esforços solicitantes: \ue730 \uebcc\uebd7 \ued4c \ue8bd \uebda \ue728 \uebda \ued45 \ue8bd \uebe4 \ue728 \uebe4 \ued4c \ue373\ue1e1\ue377\ue003\ue754 \ue003 \ue373\ue373\ue378 \ue1e1 \ue378\ue37b \ued45 \ue373\ue1e1\ue377\ue003\ue754 \ue003 \ue378\ue378 \ue1e1 \ue379\ue374 \ued4c \ue374\ue379\ue375 \ue1e1 \ue378\ue373 \ue003 \ue747\ue730 \u2022 Escoamento da área bruta: \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue373\ue378 \ue1e1 \ue373\ue375 \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue375\ue378\ue378 \ue1e1 \ue377\ue37b \ue003 \ue747\ue730 \u2022 Ruptura da área líquida: d = 22,22 + 3,5 = 25,72 mm = 2,57 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue373\ue378 \ue1e1 \ue373\ue375 \ued46 \ue374 \ue1e1 \ue377\ue379 \ue003\ue754 \ue003\ue372\ue1e1 \ue37b\ue377\ue375 \ued4c \ue373\ue375 \ue1e1 \ue378\ue37a \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue725 \uebe7 \ue723 \uebe1 \ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue372\ue1e1 \ue37a\ue377 \ue003\ue754 \ue003 \ue373\ue375 \ue1e1 \ue378\ue37a \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue375\ue376\ue376 \ue1e1 \ue377\ue375 \ue003 \ue747\ue730 O e sforço resistente é determinado pela ruptura da áre a líquida. Logo, N Rd = 344, 51 kN > N Sd = 273, 61 kN, o elemento resiste à solicitação imposta. CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 3 de 7 4ª QUESTÃO: Um pe rfil formado por duas cantoneiras L 5 x 3 x 5/16\u201d L LBB (lon g-legs back- to -back) de aço A36 (MR250) está sujeito à esforços d e tra çã o. Determinar a força axial de tra çã o resistente de cálculo, assum indo-se : C t =0,75, área da cantoneira de 15, 55 cm 2 e furos p ara parafusos de 1/2\u201d (1 ,27 cm). Observar ainda que uma cantoneira L 5 x 3 x 5/16\u201d é aproximadamente equivalente a L 12,7 x 7,62 x 0,794 cm. RESOLUÇÃO: \u2022 Escoamento da área bruta: \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue373\ue377 \ue1e1 \ue377\ue377 \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ued4c \ue375\ue377\ue375 \ue1e1 \ue376\ue373 \ue003\ue754 \ue003\ue374 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue379\ue372\ue378 \ue1e1 \ue37a\ue374 \ue003 \ue747\ue730 \u2022 Ruptura da área líquida: d = 1,27 + 0,35 = 1,62 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue373\ue377 \ue1e1 \ue377\ue377 \ued46 \ue374\ue003\ue754 \ue003\ue373\ue1e1 \ue378\ue374 \ue003\ue754 \ue003\ue372\ue1e1 \ue379\ue37b\ue376 \ued4c \ue373\ue374 \ue1e1 \ue37b\ue37a \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue725 \uebe7 \ue723 \uebe1 \ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue372\ue1e1 \ue379\ue377 \ue003\ue754 \ue003 \ue373\ue374 \ue1e1 \ue37b\ue37a \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue374\ue37a\ue37a \ue1e1 \ue376\ue376 \ue003\ue754 \ue003\ue374 \ue55c \ue730 \uebcb\uebd7 \ued4c \ue377\ue379\ue378 \ue1e1 \ue37a\ue37a \ue003 \ue747\ue730 O esforço resistente é determinado pela ruptura da área líquida das duas cantoneiras. 5ª QUESTÃO: Determine a meno r área líquida A n para o perfil C 6 x 13 \u201d (15,24 x 33,02 cm) mostrado na figura, sendo o s parafusos d e 15,88 mm ( 5/8\u201d ), A g = 24,65 cm 2 , espessura t = 1,11 cm e as dimensões 1,5 \u201d= 3,81 cm; 3\u201d = 7,62 cm e 2\u201d = 5,08 cm. CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 4 de 7 RESOLUÇÃO: d = 15,88 + 3,5 = 19,38 mm = 1,94 cm \u2022 Percurso abe: \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue374\ue376 \ue1e1 \ue378\ue377 \ued46 \ue373 \ue1e1 \ue37b\ue376 \ue003\ue754 \ue003\ue373\ue1e1 \ue373\ue373 \ued4c \ue374\ue374 \ue1e1 \ue377\ue372 \ue003\ue73f\ue749\ue37e \u2022 Percurso abcd: \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued45 \uf246\uedcd \ue74f \ueb36 \ue376\ue743 \uf247 \ue750 \ued4c \ue374\ue376 \ue1e1 \ue378\ue377 \ue003 \ued46 \ue003\ue374\ue003\ue09a\ue003\ue373\ue1e1 \ue37b\ue376 \ue003\ue09a\ue003\ue373\ue1e1 \ue373\ue373 \ue003 \ued45 \ue003 \ue377\ue1e1 \ue372\ue37a \ueb36 \ue376\ue003\ue09a\ue003\ue379\ue1e1 \ue378\ue374 \ue003\ue09a \ue003\ue373\ue1e1 \ue373\ue373 \ued4c \ue374\ue373 \ue1e1\ue374\ue37a\ue003\ue73f\ue749\ue37e O percurso abcde tem a menor área líquida. 6ª QUESTÃO: Determinar o esforço normal re sistente de projeto da lig ação parafusada abaixo indicada , considera ndo o furo padrão, aço MR-250 e parafusos A307 e ø 7/8\u201d (22 mm). RESOLUÇÃO: \u2022 Escoamento da área bruta A g = b.t = 15 x 1,6 = 24 cm 2 . \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue003 \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue374\ue376 \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue003 \ued4c \ue377\ue376\ue377 \ue1e1 \ue376\ue377 \ue003 \ue747\ue730 \u2022 Ruptura da área líquida d = \u03d5 parafuso + 3,50 mm = 22 + 3,50 = 25,50 mm = 2,55 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue374\ue376 \ued46 \ue374 \ue003\ue09a\ue003\ue374\ue1e1 \ue377\ue377 \ue003\ue09a\ue003\ue373\ue1e1\ue378 \ued4c \ue373\ue377 \ue1e1 \ue37a\ue376 \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue723 \uebe1 \ue003\ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue373\ue377 \ue1e1 \ue37a\ue376 \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue376\ue378\ue37b \ue1e1 \ue375\ue375 \ue003 \ue747\ue730 O esforço resistente é determinado pela ruptura da área líquida . 7ª QUESTÃO: Uma barra chata com 19 mm de espessura, sob esforço normal solicitante decorrente de combinação normal de ações, possui uma emenda com duas chapas laterais, além disso, são usados dez parafusos de 16 mm de diâmetro. Qual o máx imo esforço d e tra ção solicitante de projeto que a ligação é capaz de suportar? Não verificar a resistência dos parafusos. Dados: Aço estrutural MR 250; medidas da figura em mm. CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 5 de 7 RESOLUÇÃO: \u2022 Escoamento da seção bruta: A g = b t = (2 x 50 + 2 x 80) x 19 = 4.940 mm 2 = 49,4 cm 2 \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue003 \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue376\ue37b \ue1e1\ue376\ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue003 \ued4c \ue373\ue1e4 \ue373\ue374\ue374 \ue1e1 \ue379\ue375 \ue003 \ue747\ue730 \u2022 Ruptura da seção líquida: d = \u03d5 parafuso + 3,50 mm = 16 + 3,50 = 19,5 mm = 1,95 cm Percurso 1-2: \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue376\ue37b \ue1e1\ue376 \ued46 \ue374\ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue377 \ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue372 \ued4c \ue376\ue373 \ue1e1 \ue37b\ue37b \ue003\ue73f\ue749\ue37e Percurso 1-3- 2: \ue723 \uebe1 \ued4c \uf248\ue73e\ue003 \ued46 \uedcd \ue086 \ued45 \uedcd \ue74f \ueb36 \ue376\ue743 \uf249 \ue750 \ued4c \uf248 \ue374\ue378 \ued46 \ue375\ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue377 \ued45 \ue003\ue374\ue003\ue754 \ue003 \ue37a \ueb36 \ue376\ue003\ue754 \ue003\ue37a\ue003 \uf249 \ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue372 \ued4c \ue376\ue377 \ue1e1 \ue37a\ue37b \ue003\ue73f\ue749 \ueb36 \ue730 \uebcb\uebd7 \ued4c \ue723 \uebe1 \ue003\ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue376\ue373 \ue1e1 \ue37b\ue37b \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue373\ue1e4 \ue374\ue376\ue376 \ue1e1 \ue373\ue377 \ue003 \ue747\ue730 O esforço normal resistente de projeto é determ inado pelo escoam ento da seção bruta. 8ª QUESTÃO: Desprezando o pequeno efeito da excentricidade introduzida pela ligaç ão, calcular qual á a for ça resistente de cálculo da liga ção a presentada a baixo. A ligação é composta por 4 parafusos (2 por barra) com diâmetro i gual a 12,7 mm de aço MR 250 sendo constituída a barra po r duas cantoneiras 50,8 x 6,3 mm (A g = 6,06 cm 2 /cantoneira) conectadas a uma chapa de 6,3 mm. CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 6 de 7 RESOLUÇÃO: \u2022 Escoamento da área bruta \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue003 \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue374\ue003\ue754\ue003\ue378 \ue1e1 \ue372\ue378 \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue003 \ued4c \ue374\ue379\ue377 \ue1e1 \ue376\ue377 \ue003 \ue747\ue730 \u2022 Ru ptura da área líquida d = 12,7 + 3,50 = 16,2 mm = 1,62 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue378 \ue1e1 \ue372\ue378 \ued46 \ue373\ue1e1 \ue378\ue374 \ue003\ue754 \ue003\ue372 \ue1e1 \ue378\ue375 \ued4c \ue377\ue1e1 \ue372\ue376 \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue723 \uebe1 \ue003\ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue374\ue003\ue754 \ue003\ue377\ue1e1 \ue372\ue376 \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue003 \ue374\ue37b\ue37a \ue1e1 \ue378\ue379 \ue003 \ue747\ue730 \u2022 Ruptura por cisalhamento de bloco Área cisalhada: Bruta: A gv = (30 + 25) x 6,3 x 2 = 693 mm 2 = 6, 93 cm 2 Líquida: A nv = [(30 + 25) \u2013 1,5 x 16,2] x 6,3 x 2 = 386,82 mm 2 = 3,87 cm 2 Área líquida tracionada: A nt = (29,5 \u2013 0,5 x 16,2) x 6,3 x 2 = 269,64 mm 2 = 2,70 cm 2 \ue734 \uebd7 \ued4c \ue373 \ue7db \uebd4\ueb36 \uf23a \ue372\ue1e1 \ue378\ue372 \ue742 \uebe8 \ue723 \uebe1\uebe9 \ued45 \ue725 \uebe7\uebe6 \ue742 \uebe8 \ue723 \uebe1\uebe7 \uf23b \ued51 \ue373 \ue7db \uebd4\ueb36 \ued6b\ue372\ue1e1 \ue378\ue372 \ue742 \uebec \ue723 \uebda\uebe9 \ued45 \ue725 \uebe7\uebe6 \ue742 \uebe8 \ue723 \uebe1\uebe7 \ued6f \ue734 \uebd7 \ued4c \ue373 \ue373\ue1e1 \ue375\ue377 \ue003\ue754 \ue003 \uf23a \ue372\ue1e1 \ue378\ue372 \ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue375\ue1e1 \ue37a\ue379 \ued45 \ue373\ue1e1\ue372\ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue374\ue1e1 \ue379\ue372 \uf23b \ued51 \ue373 \ue373\ue1e1 \ue375\ue377 \uf23a \ue372\ue1e1 \ue378\ue372 \ue003\ue754 \ue003 \ue374\ue377 \ue003\ue754 \ue003\ue378\ue1e1 \ue37b\ue375 \ued45 \ue373 \ue1e1\ue372\ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue374\ue1e1 \ue379\ue372 \uf23b \ue734 \uebd7 \ued4c \ue003 \ue373\ue376\ue37a \ue1e1 \ue37a\ue372 \ue003 \ue747\ue730 \ued51 \ue003 \ue373\ue377\ue379 \ue003 \ue747\ue730 R d = 148,80 kN. O esforço normal resistente de projeto é determ inado pela ruptura por cisalhamento de bloco. 9ª QUESTÃO: Verificar a r esistência do tirante ao carregamento indicado na figura, s abendo-se que é composto por dois perfis U 203 x 17,1 (A = 21,8 cm², t w = 5,6 mm ); C t = 0,90; parafusos d = 19 mm; N Sg = 150 kN; N Sq = 550 kN; \u03b3 g = \u03b3 q = 1,4. RESOLUÇÃO: \u2022 Esforço resistente de cálculo: N Sd = \u03b3 g x N Sg + \u03b3 q x N Sq = 1,4 x 150 + 1,4 x 550 = 980 kN. \u2022 Escoamento da seção bruta: \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue003 \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue374\ue003\ue754\ue003 \ue374\ue373 \ue1e1\ue37a\ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue003 \ued4c \ue37b\ue37b\ue372 \ue1e1 \ue37b\ue373 \ue003 \ue747\ue730 CCE0182 \u2013 ESTRUTURAS DE AÇO \u2013 LISTA DE EXERCÍCIOS RESOLVIDOS 01 ASSUNTO: UN IDADE 2 \u2013 DIMENSIONAMENTO E VERIFICAÇÃO DE ELEMENTOS ESTRUTURAIS TRACIONADOS. Página 7 de 7 \u2022 Ruptura da seção líquida: d = 19 + 3,50 = 22,50 mm = 2,25 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue374\ue373 \ue1e1\ue37a \ued46 \ue374\ue003\ue754 \ue003\ue374\ue1e1 \ue374\ue377 \ue003\ue754 \ue003\ue372\ue1e1 \ue377\ue378 \ued4c \ue373\ue37b \ue1e1 \ue374\ue37a \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue725 \uebe7 \ue723 \uebe1 \ue003\ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue372\ue1e1 \ue37b\ue372 \ue003\ue754 \ue003\ue374\ue003\ue754 \ue003 \ue373\ue37b \ue1e1 \ue374\ue37a \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue373\ue1e4 \ue372\ue374\ue37a \ue1e1 \ue374\ue378 \ue003 \ue747\ue730 O esforço normal resistente de projeto é determinado pelo escoamento da seção bruta (N dres = 990,91 kN) cujo valor é maior do que o valor do esforço solicitante de proje to (N Sd = 980 kN). 10ª QUESTÃO: Duas chapas de 170 mm × 6,35 mm em aço MR 250 são emendadas com chapas laterais e parafusos comuns A307 de diâmetro de 5/8\u201d (15,5 mm) . Calcular as resistências de cálculo da emenda. RESOLUÇÃO: \u2022 Escoamento da área bruta A g = b.t = (2 x 48 + 74) x 6,35 = 170 x 6,35 = 1.079,5 mm 2 = 10,80 cm 2 \ue730 \uebcb\uebd7 \ued4c \ue723 \uebda \ue003 \ue742 \uebec \ue7db \uebd4\ueb35 \ued4c \ue373\ue372 \ue1e1 \ue37a\ue372 \ue003\ue754 \ue003 \ue374\ue377 \ue373\ue1e1 \ue373\ue372 \ue003 \ued4c \ue374\ue376\ue377 \ue1e1 \ue376\ue377 \ue003 \ue747\ue730 \u2022 Ruptura da área líquida d = 15,5 + 3,50 = 19,0 mm = 1,90 cm \ue723 \uebe1 \ued4c \ue723 \uebda \ued46 \uf240\uedcd \ue740 \ue003\uf241 \ue750 \ued4c \ue373\ue372 \ue1e1\ue37a \ued46 \ue374\ue003\ue754 \ue003\ue373\ue1e1 \ue37b\ue372 \ue003\ue754 \ue003\ue372\ue1e1 \ue378\ue378\ue377 \ued4c \ue37a\ue1e1 \ue375\ue37b \ue003\ue73f\ue749\ue37e \ue730 \uebcb\uebd7 \ued4c \ue723 \uebe1 \ue003\ue742 \uebe8 \ue7db \uebd4\ueb36 \ued4c \ue37a\ue1e1 \ue375\ue37b \ue003\ue754 \ue003 \ue376\ue372 \ue373\ue1e1 \ue375\ue377 \ued4c \ue003 \ue374\ue376\ue37a \ue1e1 \ue378\ue372 \ue003 \ue747\ue730 \u2022 Ruptura por cisalhamento de bloco Área cisalhada: Bruta: A gv = (66 + 35) x 6,35 x 2 = 1.282,7 mm 2 = 12,83 cm 2 Líquida: A nv = [(66 + 35) \u2013 1,5 x 19,0 ] x 6,35 x 2 = 920,75 mm 2 = 9,21 cm 2 Área líquida tracionada: A nt = [48 \u2013 0,50 x 19,0] x 6,35 x 2 = 488,95 mm 2 = 4,89 cm 2 \ue734 \uebd7 \ued4c \ue373 \ue7db \uebd4\ueb36 \uf23a \ue372\ue1e1 \ue378\ue372 \ue742 \uebe8 \ue723 \uebe1\uebe9 \ued45 \ue725 \uebe7\uebe6 \ue742 \uebe8 \ue723 \uebe1\uebe7 \uf23b \ued51 \ue373 \ue7db \uebd4\ueb36 \ued6b\ue372\ue1e1 \ue378\ue372 \ue742 \uebec \ue723 \uebda\uebe9 \ued45 \ue725 \uebe7\uebe6 \ue742 \uebe8 \ue723 \uebe1\uebe7 \ued6f \ue734 \uebd7 \ued4c \ue373 \ue373\ue1e1 \ue375\ue377 \ue003\ue754 \ue003 \uf23a \ue372\ue1e1 \ue378\ue372 \ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue37b\ue1e1 \ue374\ue373 \ued45 \ue373\ue1e1\ue372\ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue376\ue1e1 \ue37a\ue37b \uf23b \ued51 \ue373 \ue373\ue1e1 \ue375\ue377 \uf23a \ue372\ue1e1 \ue378\ue372 \ue003\ue754 \ue003 \ue374\ue377 \ue003\ue754 \ue003 \ue373\ue374 \ue1e1 \ue37a\ue375 \ued45 \ue373\ue1e1\ue372\ue003\ue754 \ue003 \ue376\ue372 \ue003\ue754 \ue003\ue376\ue1e1 \ue37a\ue37b \uf23b \ue734 \uebd7 \ued4c \ue003 \ue375\ue372\ue37a \ue1e1 \ue378\ue374 \ue003 \ue747\ue730 \ued51 \ue003 \ue374\ue37a\ue379 \ue1e1 \ue376\ue376 \ue003 \ue747\ue730 R d = 287,44 kN

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