ES-013Exemplo de um Projeto Completo de um Edifcio de Concreto ArmadoSo Paulo agosto - 20011 Introduo, Critrios de Projeto, Concepo Estrutural e Carregamento Atuante1. 1.1 IntroduoO presente curso tem por objetivo a elaborao do projeto completo de um edifcio real construdo em concreto armado. O edifcio composto por um trreo, 14 pavimentos tipo, cobertura, casa de mquinas e caixa dgua superior. O projeto de arquitetura original de um edifcio com oito pavimentos tipo, de autoria do Arq. Henrique Cambiaghi Filho, com desenhos de Paulo Kurihara. Este curso foi inicialmente apresentado na FDTE (Fundao para o Desenvolvimento Tecnolgico da Engenharia), em So Paulo, pelos engenheiros: Lauro Modesto dos Santos (Coordenador); Ricardo Leopoldo e Silva Frana; Hideki Hishitani; Claudinei Pinheiro Machado; e foi atualizado em 2001 pelos engenheiros: Ricardo Leopoldo e Silva Frana; Tlio Nogueira Bittencourt; Rui Nobhiro Oyamada; Lus Fernando Kaefer; Umberto Borges; Rafael Alves de Souza. O contedo terico deste curso foi desenvolvido com o objetivo de dar subsdios para o clculo do edifcio exemplo. Desta forma, abordaremos todos os tpicossucintamente, considerando que os participantes do curso devem possuir outros conhecimentos para curs-lo, adquiridos em outras cadeiras do programa de Especializao em Estruturas, ou possam adquiri-los consultando a bibliografia indicada. Alm disso, ser abordada apenas uma opo de estruturao do edifcio, deixando para o aluno investigar outras hipteses.1.1.1 Forma de avaliaoO sistema de avaliao ser constitudo por diversos exerccios relativos s vrias etapas do projeto do edifcio exemplo que devero ser desenvolvidos em equipe. Desta forma, na primeira aula, os participantes do curso sero divididos em equipes de no mximo quatro integrantes. Os exerccios tero seu desenvolvimento iniciado em sala de aula, e devero ser concludos em horrio extraclasse, devendo ser entregues no dia em que novo exerccio, versando sobre etapa subseqente do projeto, distribudo. Portanto, a avaliao ser efetuada por meio da realizao de 4 exerccios relativos aos seguintes tpicos: 1 Clculo e detalhamento de lajes 2 Clculo e detalhamento de vigas 3 Clculo e detalhamento de pilares 4 Clculo e detalhamento da escada, caixa dgua e fundaes1.1.2 Corpo Docente do CursoProf. Ricardo Leopoldo e Silva Frana, D.Sc. EPUSP, (Frana e Associados, EPUSP) Prof. Tlio Nogueira Bittencourt, Ph.D. Cornell University, (EPUSP) Eng. Rui Nobhiro Oyamada, M.Sc. (doutorando EPUSP) Eng. Lus Fernando Kaefer, M.Sc. (doutorando EPUSP) Apoio: Eng. Umberto Borges, M.Sc. (doutorando EPUSP) Eng. Rafael Alves de Souza, M.Sc. (doutorando EPUSP)1.1.3 BibliografiaAssociao Brasileira de Normas Tcnicas. NBR6118 Projeto e Execuo de Obras de Concreto Armado. Rio de Janeiro, 1978. Associao Brasileira de Normas Tcnicas. Projeto de Reviso da NBR6118. Rio de Janeiro, 2001. Associao Brasileira de Normas Tcnicas. NBR6120 Cargas para o Clculo de Estruturas de Edificaes. Rio de Janeiro, 1980. Associao Brasileira de Normas Tcnicas. NBR6123 Foras Devidas ao Vento em Edificaes. Rio de Janeiro, 1988. Associao Brasileira de Normas Tcnicas. NBR7480 Barras e Fios de Ao Destinados a Armaduras para Concreto Armado. Rio de Janeiro, 1996. FUSCO, P. B. Tcnicas de Armar as Estruturas de Concreto. So Paulo. Ed. Pini, 1995. FUSCO, P. B. Estruturas de Concreto: Solicitaes Normais. Rio de Janeiro, Ed. Guanabara Dois, 1986. LEONHARDT, F.; MNNIG, E. Construes de Concreto vol. 1, 2 e 3. Ed. Intercincia. Rio de Janeiro, 1978. Apostilas das Disciplinas PEF311/PEF312 (Concreto I e II) da EPUSP. Notas de Aula da Disciplina ES-013.1.2 Dados Gerais e Critrios de Projeto 1. 1.2.1 Informaes sobre o local de construoO local de construo deve ser indicado, para que levantemos as caractersticas do terreno, para a determinao do carregamento de vento atuante sobre o edifcio. Local de Construo: Butant So Paulo SP Terreno plano em local coberto por obstculos numeroso e pouco espaados. Agressividade do meio ambiente baixa.1.2.2 Materiais estruturais utilizadosO projeto de reviso da NBR6118 recomenda, tendo em vista questes referentes durabilidade das estruturas de concreto, que se utilize sempre concretos com resistncia caracterstica compresso (fck) superior a 20 MPa (concreto C20) para estruturas executadas em concreto armado e 25 MPa (C25) para estruturas protendidas. A escolha do fck do concreto depende tambm de uma anlise de custo, escolhendo-se uma resistncia que minimize o custo por MPa. Tendo-se em vista escolha do ao estrutural, segundo o projeto em discusso da NBR6118 no h mais a possibilidade de utilizao dos aos classe B. Desta forma, utilizaremos o ao CA50A, doravante denominado CA50. Materiais Estruturais Utilizados: Concreto C25 Ao CA501.2.3 Propriedades do concreto1. 1.2.3.1 Massa especficaA massa especfica do concreto armado, para efeito de clculo, pode ser 3 adotada como sendo de 2500 kg/m . 1.2.3.2 Coeficiente de dilatao trmicaPara efeito de anlise estrutural, o coeficiente de dilatao trmica pode ser -5 admitido como sendo igual a 10 /C. 1.2.3.3 Resistncia traoNa falta de ensaios, a resistncia trao pode ser avaliada por meio das equaes ( 1.1 ) a ( 1.3 ) (NBR6118/2001). ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 ( 1.1 )0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f000000014 626b707400000204000000147258595a00 000218000000146758595a0000022c0000 00146258595a0000024000000014646d6e 640000025400000070646d6464000002c4 00000088767565640000034c0000008676 696577000003d4000000246c756d690000 03f8000000146d6561730000040c000000 2474656368000004300000000c72545243 0000043c0000080c675452430000043c00 00080c625452430000043c0000080c7465 787400000000436f707972696768742028 63292031393938204865776c6574742d50 61636b61726420436f6d70616e79000064 6573630000000000000012735247422049 454336313936362d322e31000000000000 0000000000127352474220494543363139 36362d322e310000000000000000000000 00000000000000000000000000000000 (fctm, fck,inf, fctk,sup e fck em MPa) ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f000000014 626b707400000204000000147258595a00 000218000000146758595a0000022c0000 00146258595a0000024000000014646d6e 640000025400000070646d6464000002c4 00000088767565640000034c0000008676( 1.2 )696577000003d4000000246c756d690000 03f8000000146d6561730000040c000000 2474656368000004300000000c72545243 0000043c0000080c675452430000043c00 00080c625452430000043c0000080c7465 787400000000436f707972696768742028 63292031393938204865776c6574742d50 61636b61726420436f6d70616e79000064 6573630000000000000012735247422049 454336313936362d322e31000000000000 0000000000127352474220494543363139 36362d322e310000000000000000000000 00000000000000000000000000000000 ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f000000014 626b707400000204000000147258595a00 000218000000146758595a0000022c0000 00146258595a0000024000000014646d6e 640000025400000070646d6464000002c4 00000088767565640000034c0000008676 696577000003d4000000246c756d690000 03f8000000146d6561730000040c000000 2474656368000004300000000c72545243 0000043c0000080c675452430000043c00 00080c625452430000043c0000080c7465 787400000000436f707972696768742028 63292031393938204865776c6574742d50 61636b61726420436f6d70616e79000064 6573630000000000000012735247422049 454336313936362d322e31000000000000 0000000000127352474220494543363139 36362d322e310000000000000000000000 00000000000000000000000000000000 A NBR6118/78 prescreve o seguinte valor para fctk:( 1.3 )ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f000000014 626b707400000204000000147258595a00 000218000000146758595a0000022c0000 00146258595a0000024000000014646d6e 640000025400000070646d6464000002c4 00000088767565640000034c0000008676 696577000003d4000000246c756d690000 03f8000000146d6561730000040c000000 2474656368000004300000000c72545243 0000043c0000080c675452430000043c00 00080c625452430000043c0000080c7465 787400000000436f707972696768742028 63292031393938204865776c6574742d50 61636b61726420436f6d70616e79000064 6573630000000000000012735247422049 454336313936362d322e31000000000000 0000000000127352474220494543363139 36362d322e310000000000000000000000 00000000000000000000000000000000 (fctk e fck em MPa) Para o concreto utilizado neste projeto, resultam os seguintes valores: ffd8ffe000104 a46494600010 20100c800c800 00ffe20c58494 3435f50524f46 494c45000101 00000c484c696 e6f021000006d 6e7472524742 2058595a2007( 1.4 )ce0002000900 060031000061 6373704d5346 540000000049 454320735247 420000000000 000000000000 000000f6d6000 100000000d32 d48502020000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000011637 072740000015 000000033646 573630000018 40000006c777 47074000001f0 00000014626b 707400000204 000000147258 595a00000218 000000146758 595a0000022c 000000146258 595a00000240 00000014646d 6e6400000254 00000070646d 6464000002c4 000000887675 65640000034c 000000867669 6577000003d4 000000246c75 6d69000003f80 00000146d656 1730000040c0 000002474656 368000004300 000000c725452430000043c0 000080c67545 2430000043c0 000080c62545 2430000043c0 000080c74657 874000000004 36f7079726967 687420286329 203139393820 4865776c6574 742d5061636b 61726420436f6 d70616e79000 064657363000 000000000001 273524742204 945433631393 6362d322e310 000000000000 000000000127 352474220494 543363139363 62d322e31000 000000000000 000000000000 000000000000 000000000000 000 MPa ffd8ffe000104 a46494600010 20100c800c800 00ffe20c58494 3435f50524f46 494c45000101 00000c484c696 e6f021000006d 6e7472524742 2058595a2007 ce0002000900 060031000061 6373704d5346 540000000049 454320735247 420000000000 000000000000000000f6d6000 100000000d32 d48502020000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000011637 072740000015 000000033646 573630000018 40000006c777 47074000001f0 00000014626b 707400000204 000000147258 595a00000218 000000146758 595a0000022c 000000146258 595a00000240 00000014646d 6e6400000254 00000070646d 6464000002c4 000000887675 65640000034c 000000867669 6577000003d4 000000246c75 6d69000003f80 00000146d656 1730000040c0 000002474656 368000004300 000000c72545 2430000043c0 000080c67545 2430000043c0 000080c62545 2430000043c0 000080c74657 87400000000436f7079726967 687420286329 203139393820 4865776c6574 742d5061636b 61726420436f6 d70616e79000 064657363000 000000000001 273524742204 945433631393 6362d322e310 000000000000 000000000127 352474220494 543363139363 62d322e31000 000000000000 000000000000 000000000000 000000000000 000 MPa ffd8ffe000104 a46494600010 20100c800c800 00ffe20c58494 3435f50524f46 494c45000101 00000c484c696 e6f021000006d 6e7472524742 2058595a2007 ce0002000900 060031000061 6373704d5346 540000000049 454320735247 420000000000 000000000000 000000f6d6000 100000000d32 d48502020000 000000000000 000000000000 000000000000 000000000000000000000000 000000000000 000000000000 000000011637 072740000015 000000033646 573630000018 40000006c777 47074000001f0 00000014626b 707400000204 000000147258 595a00000218 000000146758 595a0000022c 000000146258 595a00000240 00000014646d 6e6400000254 00000070646d 6464000002c4 000000887675 65640000034c 000000867669 6577000003d4 000000246c75 6d69000003f80 00000146d656 1730000040c0 000002474656 368000004300 000000c72545 2430000043c0 000080c67545 2430000043c0 000080c62545 2430000043c0 000080c74657 874000000004 36f7079726967 687420286329 203139393820 4865776c6574 742d5061636b 61726420436f6 d70616e79000064657363000 000000000001 273524742204 945433631393 6362d322e310 000000000000 000000000127 352474220494 543363139363 62d322e31000 000000000000 000000000000 000000000000 000000000000 000 MPa ffd8ffe000104 a46494600010 20100c800c800 00ffe20c58494 3435f50524f46 494c45000101 00000c484c696 e6f021000006d 6e7472524742 2058595a2007 ce0002000900 060031000061 6373704d5346 540000000049 454320735247 420000000000 000000000000 000000f6d6000 100000000d32 d48502020000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000000000 000000011637 072740000015 000000033646 57363000001840000006c777 47074000001f0 00000014626b 707400000204 000000147258 595a00000218 000000146758 595a0000022c 000000146258 595a00000240 00000014646d 6e6400000254 00000070646d 6464000002c4 000000887675 65640000034c 000000867669 6577000003d4 000000246c75 6d69000003f80 00000146d656 1730000040c0 000002474656 368000004300 000000c72545 2430000043c0 000080c67545 2430000043c0 000080c62545 2430000043c0 000080c74657 874000000004 36f7079726967 687420286329 203139393820 4865776c6574 742d5061636b 61726420436f6 d70616e79000 064657363000 000000000001 273524742204 945433631393 6362d322e310 000000000000 000000000127352474220494 543363139363 62d322e31000 000000000000 000000000000 000000000000 000000000000 000 MPa1.2.3.4 Mdulo de elasticidadeNa ausncia de dados experimentais sobre o mdulo de elasticidade inicial do concreto utilizado, na idade de 28 dias, o projeto de reviso da NBR6118 permite estim-lo por meio da equao ( 1.5 ). ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f0000000146 26b707400000204000000147258595a000 00218000000146758595a0000022c00000 0146258595a0000024000000014646d6e6 40000025400000070646d6464000002c40 0000088767565640000034c00000086766 96577000003d4000000246c756d6900000 3f8000000146d6561730000040c00000024 74656368000004300000000c7254524300 00043c0000080c675452430000043c0000 080c625452430000043c0000080c746578 7400000000436f70797269676874202863 292031393938204865776c6574742d5061 636b61726420436f6d70616e7900006465 7363000000000000001273524742204945 4336313936362d322e3100000000000000 0000000012735247422049454336313936 ( 1.5 )362d322e31000000000000000000000000 000000000000000000000000000000 MPa O mdulo de elasticidade secante a ser utilizado nas anlises elsticas de projeto, especialmente para a determinao de esforos solicitantes e verificao de estados limites de servio, deve ser calculado por ( 1.6 ). Entretanto, na avaliao do comportamento global da estrutura permite-se utilizar em projeto o mdulo inicial fornecido pela equao ( 1.5 ). ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f0000000146 26b707400000204000000147258595a000 00218000000146758595a0000022c00000 0146258595a0000024000000014646d6e6 40000025400000070646d6464000002c40 0000088767565640000034c00000086766 96577000003d4000000246c756d6900000 3f8000000146d6561730000040c00000024 74656368000004300000000c7254524300 00043c0000080c675452430000043c0000 080c625452430000043c0000080c746578 7400000000436f70797269676874202863 292031393938204865776c6574742d5061 636b61726420436f6d70616e7900006465 7363000000000000001273524742204945 4336313936362d322e3100000000000000 0000000012735247422049454336313936 362d322e31000000000000000000000000 000000000000000000000000000000 MPa A NBR6118/78 prescreve outra expresso para o clculo do mdulo de elasticidade do concreto compresso, no incio da deformao efetiva, correspondente ao primeiro carregamento: ( 1.6 )ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370 7274000001500000003364657363000001 840000006c77747074000001f0000000146 26b707400000204000000147258595a000 00218000000146758595a0000022c00000 0146258595a0000024000000014646d6e6 40000025400000070646d6464000002c40 0000088767565640000034c00000086766 96577000003d4000000246c756d6900000 3f8000000146d6561730000040c00000024 74656368000004300000000c7254524300 00043c0000080c675452430000043c0000 080c625452430000043c0000080c746578 7400000000436f70797269676874202863 292031393938204865776c6574742d5061 636b61726420436f6d70616e7900006465 7363000000000000001273524742204945 4336313936362d322e3100000000000000 0000000012735247422049454336313936 362d322e31000000000000000000000000 000000000000000000000000000000 MPa Na flexo, quando a deformao lenta for nula ou desprezvel (carregamento de curta durao), o mdulo de elasticidade Ec a ser adotado pela NBR6118/78 o mdulo secante do concreto (Ecs), suposto igual a 0,9 do mdulo na origem: ffd8ffe000104a4649460001020100c800c 80000ffe20c584943435f50524f46494c450 0010100000c484c696e6f021000006d6e74 725247422058595a2007ce000200090006 00310000616373704d5346540000000049 4543207352474200000000000000000000 00000000f6d6000100000000d32d485020 2000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000116370( 1.7 )( 1.8 )7274000001500000003364657363000001 840000006c77747074000001f0000000146 26b707400000204000000147258595a000 00218000000146758595a0000022c00000 0146258595a0000024000000014646d6e6 40000025400000070646d6464000002c40 0000088767565640000034c00000086766 96577000003d4000000246c756d6900000 3f8000000146d6561730000040c00000024 74656368000004300000000c7254524300 00043c0000080c675452430000043c0000 080c625452430000043c0000080c746578 7400000000436f70797269676874202863 292031393938204865776c6574742d5061 636b61726420436f6d70616e7900006465 7363000000000000001273524742204945 4336313936362d322e3100000000000000 0000000012735247422049454336313936 362d322e31000000000000000000000000 000000000000000000000000000000 MPa Em mdia, os mdulos de elasticidade inicial e secante das novas estruturas de concreto esto, respectivamente, 20% e 25% menores que os mdulos definidos pela NBR6118/78. Este fato se deve evoluo dos cimentos, que permitem que se obtenha concretos com grande resistncia com teores menores de cimento, o que por outro lado torna a estrutura interna do material menos compacta e, conseqentemente, as estruturas como um todo mais flexveis. 1.2.3.5 Diagrama tenso-deformao (de clculo)Para o clculo das reas de armadura necessrias ser utilizado o diagrama retangular simplificado da NBR6118/78, o qual ilustrado na Figura 1.1, bem como uma deformao ltima de compresso de concreto igual a 3,5. ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000Figura 1.1 Diagrama tenso-deformao (de clculo) do concreto1.2.3.6 Coeficiente de PoissonO coeficiente de Poisson adotado igual a 0,2. 1.2.3.7 Dimetro mximo do agregado e do vibradorO agregado grado utilizado tem dimetro mximo de 19mm (brita 1) e o vibrador tem dimetro mximo de 30 mm.0 , 8 5 fc dd0 , 8 xM1.2.4 Propriedades do ao1. 1.2.4.1 Massa especfica3 Pode-se assumir para a massa especfica do ao o valor de 7850 kg/m . 1.2.4.2 Coeficiente de dilatao trmica-5 O coeficiente de dilatao trmica do ao vale 10 /C o temperatura entre -20 C e 150C. 1.2.4.3 Mdulo de elasticidadepara intervalos deNa falta de ensaios ou valores fornecidos pelo fabricante, admite-se o mdulo de elasticidade do ao igual a 210 GPa (NBR6118). 1.2.4.4 Diagrama tenso-deformaoPara o ao utilizado, o diagrama tenso-deformao adotado o mostrado na Figura 1.2. ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f70797269676874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000Figura 1.2 Diagrama tenso-deformao do ao1.2.4.5 Caractersticas de ductilidadeAdmite-se que a tenso de ruptura fstk do ao utilizado seja no mnimo igual a 1,10 fyk, atendendo aos critrios de ductilidade da NBR7480. 1.2.4.6 Coeficiente de conformao superficialO coeficiente de conformao superficial b considerado igual a 1,5. s ds dy dfy dfy kd i a g r a m a d e c l c u l o a r c t g Es1 0 1.2.5 Cobrimento da armaduraPara este edifcio, sero seguidas as recomendaes do projeto de reviso da NBR6118 para a escolha da espessura da camada de cobrimento da armadura. A Tabela 1.1 apresenta os cobrimentos nominais (cobrimento mnimo + tolerncia de execuo = 10mm) a serem exigidos para diferentes tipos de elementos estruturais, visando a garantir um grau adequado de durabilidade para a estrutura.Tabela 1.1 - Classes de agressividade e cobrimento nominal segundo o texto de reviso da NBR6118 ffd8ffe000104a46494600010201007800780000ffe20c584943435f50524f46494c450001010000 0c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d 5346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d 48502020000000000000000000000000000000000000000000000000000000000000000000000 00000000000000000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000000146758595a 0000022c000000146258595a0000024000000014646d6e640000025400000070646d646400000 2c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f8000 000146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c6 75452430000043c0000080c625452430000043c0000080c7465787400000000436f70797269676 874202863292031393938204865776c6574742d5061636b61726420436f6d70616e79000064657 3630000000000000012735247422049454336313936362d322e31000000000000000000000012 735247422049454336313936362d322e310000000000000000000000000000000000000000000 00000000000O edifcio exemplo deste curso encontra-se em uma classe de agressividade ambiental do tipo I (ver Tabela 1.1). Desta forma, adota-se um cobrimento mnimo de 2,0cm para as lajes e 2,5cm para as vigas e os pilares.1.3 Projeto ArquitetnicoA seguir apresentamos as elevaes, cortes e plantas baixas que compem o projeto arquitetnico do edifcio. Os desenhos esto fora de escala. ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000Figura 1.3 Elevao frontal ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d485020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 Figura 1.4 Elevao lateral ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 Figura 1.5 Corte B-B ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 Figura 1.6 Corte A-A ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 00000000003 Figura 1.7 Trreo ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 Figura 1.8 Pavimento-Tipo ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 Figura 1.9 Coberturaffd8ffe000104a4649460001020100c800c80000ffe20c584943435f 50524f46494c4500010100000c484c696e6f021000006d6e7472524 7422058595a2007ce00020009000600310000616373704d534654 0000000049454320735247420000000000000000000000000000f6 d6000100000000d32d48502020000000000000000000000000000 00000000000000000000000000000000000000000000000000000 Casa de Mquinas 00000000000000116370727400000150000000336465736300000 1840000006c77747074000001f000000014626b707400000204000 000147258595a00000218000000146758595a0000022c00000014 6258595a0000024000000014646d6e640000025400000070646d6 464000002c400000088767565640000034c0000008676696577000 003d4000000246c756d69000003f8000000146d6561730000040c0 000002474656368000004300000000c725452430000043c0000080 c675452430000043c0000080c625452430000043c0000080c74657 87400000000436f707972696768742028632920313939382048657 76c6574742d5061636b61726420436f6d70616e790000646573630 000000000000012735247422049454336313936362d322e310000 00000000000000000012735247422049454336313936362d322e3 10000000000000000000000000000000000000000000000000000 00Caixa Dgua Cobertura da Caixa DguaFigura 1.10 tico1.4 Lanamento da EstruturaO lanamento dos elementos estruturais realizado sobre o projeto arquitetnico. Ao lanar a estrutura devemos ter em mente vrios aspectos: Esttica: devemos sempre procurar esconder ao mximo a estrutura dentro das paredes; Economia: deve-se lanar a estrutura pensando em minimizar o custo da estrutura. A economia pode vir da observao de vrios itens: 1. o Uniformizao da estrutura, gerando frmas mais simples, menor nmero de reformas das frmas (o que reduz o custo com frmas e maior velocidade de execuo); 2. o Compatibilidade entre vos, materiais e mtodos utilizados (ex.: o vo econmico para estruturas protendidas maior do que o de estruturas de concreto armado); 3. o Caminhamento o mais uniforme possvel das cargas para as fundaes. Apoios indiretos, de vigas sobre vigas e transies devem ser evitadas ao mximo, pois acarretam um maior consumo de material. Funcionalidade: um aspecto funcional importante o posicionamento dos pilares na garagem. Em virtude da necessidade crescente de vagas para estacionamento, deve ser feita uma anlise minuciosa nos pavimentos de garagem, de modo a aumentar ao mximo a quantidade de vagas, sempre procurando obter vagas de fcil estacionamento (considerando vagas com 2,50x5,50m, um bom aproveitamento pode ser obtido espaando os pilares a cada 4,80 ou 5,0m, ou a cada 7,2 a 7,5m, evitando posicion-los nas extremidades das vagas); Resistncia quanto aos esforos horizontais: ao lanarmos a estrutura devemos procurar estabelecer uma estrutura responsvel por resistir aos esforos horizontais atuantes na estrutura (vento, desaprumo, efeitos ssmicos). Esta estrutura pode ser composta por um ncleo estrutural rgido, composto por pilares de grande inrcia das caixas de escadas e elevadores, ou por prticos (planos ou espaciais) formados pelas vigas (ou s vezes lajes) e pilares do edifcio.Neste curso, foi adotada inicialmente a opo de frmas mostrada na Figura 1.11. Os pilares obedecem a uma disposio econmica visando obteno de vos entre 4m e 6m para as vigas, respeitando as condies de arquitetura, tanto no pavimento-tipo quanto no andar trreo. Se necessrio, esta planta inicial pode ser ligeiramente alterada em funo da anlise do carregamento devido ao vento e a conseqente verificao da estabilidade global do edifcio. A Figura 1.12 mostra um corte esquemtico com as dimenses (em cm) entre pisos e as espessuras adotadas para as camadas de revestimento das lajes.ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000Figura 1.11 Frmas do pavimento-tipo (planta inicial)N estruturais definida para suportar os esforos solicitantes, entretanto, s podemos obter os esforos solicitantes aps definirmos a geometria da estrutura, determinando seu peso prprio e a rigidez dos diversos elementos estruturais. D determinar a geometria aproximada dos elementos estruturais, que ser utilizada numa anlise preliminar, quando ento seremos capazes de efetuar os ajustesnecessrios, determinando a geometria final e conseqentemente o carregamento real que nos permite o dimensionamento das armaduras. D seguinte maneira: Pr-dimensionamento das vigas ( Estimativa do carregamento vertical (peso prprio, revestimento, a acidentais decorrentes da utilizao da estrutura), distribudo pela rea de laje dos pavimentos; Estimativa da Pr-dimensionamento dos pilares (com base nas carga Estimativa dos carregamentos horizontais devidos ao d desaprumo global do edifcio; Determinao da rigidez (apro Determinao da flecha (aproximada) do edifcio sob cargas de servio; Correo do pr-dimensionamento da estrutura para prov-la de ma.1 Pr-dimensionamento das lajes1. A altura til d da laje pode ser estimada pMACHADO: ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000()()memcom),cm(n1,05,2d**ll nde,o l0 ffd8ffe000104a4649460001020100c800c80000ffe20c58 4943435f50524f46494c4500010100000c484c696e6f021 000006d6e74725247422058595a2007ce0002000900060 0310000616373704d53465400000000494543207352474 20000000000000000000000000000f6d6000100000000d 32d4850202000000000000000000000000000000000000 0000000000000000000000000000000000000000000000 00000000000001163707274000001500000003364657363000001840000006c77747074000001f000000014626b7 07400000204000000147258595a0000021800000014675 8595a0000022c000000146258595a00000240000000146 46d6e640000025400000070646d6464000002c40000008 8767565640000034c0000008676696577000003d400000 0246c756d69000003f8000000146d6561730000040c000 0002474656368000004300000000c725452430000043c0 000080c675452430000043c0000080c625452430000043 c0000080c7465787400000000436f70797269676874202 863292031393938204865776c6574742d5061636b61726 420436f6d70616e7900006465736300000000000000127 35247422049454336313936362d322e310000000000000 00000000012735247422049454336313936362d322e310 0000000000000000000000000000000000000000000000 0000000 ffd8ffe000104a4649460001020100c800c80000ffe20c584 943435f50524f46494c4500010100000c484c696e6f0210 00006d6e74725247422058595a2007ce00020009000600 310000616373704d534654000000004945432073524742 0000000000000000000000000000f6d6000100000000d3 2d48502020000000000000000000000000000000000000 0000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363 000001840000006c77747074000001f000000014626b70 7400000204000000147258595a00000218000000146758 595a0000022c000000146258595a000002400000001464 6d6e640000025400000070646d6464000002c400000088 767565640000034c0000008676696577000003d4000000 246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c00 00080c675452430000043c0000080c625452430000043c 0000080c7465787400000000436f707972696768742028 63292031393938204865776c6574742d5061636b617264 20436f6d70616e79000064657363000000000000001273 5247422049454336313936362d322e3100000000000000 0000000012735247422049454336313936362d322e3100 0000000000000000000000000000000000000000000000 000000eresso: 40hx=, com yxll f f d 8f f e 0 0 0 1 0 4 a 4 6 4 9 4 6 0 0 0 1 0 2 0 1 0 0 c 8 0 0 c 8 0 0 0 0 f f e 2 0 c 5 8 4 94 3 4 3 5 f 5 0 5 2 4 f 4 6 4 9 4 c 4 5 0 0 0 1 0 1 0 0 0 0 0 c 4 8 4 c 6 9 6 e 6 f 0 2 1 00 0 0 0 6 d 6 e 7 4 7 2 5 2 4 7 4 2 2 0 5 8 5 9 5 a 2 0 0 7 c e 0 0 0 2 0 0 0 9 0 0 0 6 0 03 1 0 0 0 0 6 1 6 3 7 3 7 0 4 d 5 3 4 6 5 4 0 0 0 0 0 0 0 0 4 9 4 5 4 3 2 0 7 3 5 2 4 7 4 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f 6 d 6 0 0 0 1 0 0 0 0 0 0 0 0 d 32 d 4 8 5 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 1 1 6 3 7 0 7 2 7 4 0 0 0 0 0 1 5 0 0 0 0 0 0 0 3 3 6 4 6 5 7 3 6 30 0 0 0 0 1 8 4 0 0 0 0 0 0 6 c 7 7 7 4 7 0 7 4 0 0 0 0 0 1 f 0 0 0 0 0 0 0 1 4 6 2 6 b 7 07 4 0 0 0 0 0 2 0 4 0 0 0 0 0 0 1 4 7 2 5 8 5 9 5 a 0 0 0 0 0 2 1 8 0 0 0 0 0 0 1 4 6 7 5 85 9 5 a 0 0 0 0 0 2 2 c 0 0 0 0 0 0 1 4 6 2 5 8 5 9 5 a 0 0 0 0 0 2 4 0 0 0 0 0 0 0 1 4 6 46 d 6 e 6 4 0 0 0 0 0 2 5 4 0 0 0 0 0 0 7 0 6 4 6 d 6 4 6 4 0 0 0 0 0 2 c 4 0 0 0 0 0 0 8 87 6 7 5 6 5 6 4 0 0 0 0 0 3 4 c 0 0 0 0 0 0 8 6 7 6 6 9 6 5 7 7 0 0 0 0 0 3 d 4 0 0 0 0 0 02 4 6 c 7 5 6 d 6 9 0 0 0 0 0 3 f 8 0 0 0 0 0 0 1 4 6 d 6 5 6 1 7 3 0 0 0 0 0 4 0 c 0 0 0 00 0 2 4 7 4 6 5 6 3 6 8 0 0 0 0 0 4 3 0 0 0 0 0 0 0 0 c 7 2 5 4 5 2 4 3 0 0 0 0 0 4 3 c 0 00 0 0 8 0 c 6 7 5 4 5 2 4 3 0 0 0 0 0 4 3 c 0 0 0 0 0 8 0 c 6 2 5 4 5 2 4 3 0 0 0 0 0 4 3 c0 0 0 0 0 8 0 c 7 4 6 5 7 8 7 4 0 0 0 0 0 0 0 0 4 3 6 f 7 0 7 9 7 2 6 9 6 7 6 8 7 4 2 0 2 86 3 2 9 2 0 3 1 3 9 3 9 3 8 2 0 4 8 6 5 7 7 6 c 6 5 7 4 7 4 2 d 5 0 6 1 6 3 6 b 6 1 7 2 6 42 0 4 3 6 f 6 d 7 0 6 1 6 e 7 9 0 0 0 0 6 4 6 5 7 3 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 7 35 2 4 7 4 2 2 0 4 9 4 5 4 3 3 6 3 1 3 9 3 6 3 6 2 d 3 2 2 e 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 1 2 7 3 5 2 4 7 4 2 2 0 4 9 4 5 4 3 3 6 3 1 3 9 3 6 3 6 2 d 3 2 2 e 3 1 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0Tabela 1.2 Espessuras mnimas de lajes (segundo a NBR6118/78)F ra no em balano 5 cm lajes destina 12 cm1.5.1.1 Aplicao ao edifcio exemplterico das lajes se prolonga at o eixo dxydimensesadotadas esto mostradas na Tabela 1.3. 2,73 3,50 a cond 2,75 3,65 de ap borda ma la 1,93 1,93Tabela 1.3 Pr-dimensionamento das lajesL L5=L6 L7 a det de l(*)234,2710 r utidapAs lajes da caixa dgua e da casa de mquinas devem ser pr-dimensionadas separada1A altura das vigas pode ser calculada pela expre ll h 5,1210 ffd8ffe0 00104a4 64946000102010 0c800c8 0000ffe2 0c58494 3435f50 524f464 94c4500 0101000 00c484c 696e6f0 2100000 6d6e747 2524742 2058595 a2007ce 0002000 9000600 3100006 1637370 4d53465 4000000 0049454 3207352 4742000 0000000 0000000 0000000 0000f6d 6000100 000000d 32d4850 2020000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 0000000 11637072740000 0150000 0003364 6573630 0000184 0000006 c777470 7400000 1f00000 0014626 b707400 0002040 0000014 7258595 a000002 1800000 0146758 595a000 0022c00 0000146 258595a 0000024 0000000 14646d6 e640000 0254000 0007064 6d64640 00002c4 0000008 8767565 6400000 34c0000 0086766 9657700 0003d40 0000024 6c756d6 9000003 f800000 0146d65 6173000 0040c00 0000247 4656368 00000430000000 0c72545 2430000 043c000 0080c67 5452430 000043c 0000080 c625452 4300000 43c0000 080c746 5787400 0000004 36f7079 7269676 8742028 6329203 1393938 2048657 76c6574 742d506 1636b61 7264204 36f6d70 616e790 0006465 7363000 0000000 0000127 3524742 2049454 3363139 36362d3 22e3100 0000000 0000000 0000001 2735247 4220494 5433631 3936362 d322e31 0000000 0000000 00000000000000 0000000 0000000 0000000 00000 P costuma-se uniformizar a altura das vigas. A tcnicas utilizados pela construtora. Desta forma, quando a viga ficar embutida em paredes de alvenaria, sua largura deve sem e 1.5.2.1 Aplicao ao edifcio exemplo a tendo eista que as vigas participaro de q vigas em 55cm. b) Definio da largura das vigas Admite-se que as paredes com 25cm de espessura sejam executadas com blocos cermicos de 19 c 12cm de largura e revestimento em a Assim sendo: Tabela 1.4 Largura das vigas1O peso prprio pode ser estimado multiplicando o peso especfico do concreto amado pela espessura mdia do pavimento, que obtida a partir da diviso (lajes, vigas e picpav,mdiaepp= ()pavlajes,concrpilares,concrvigas,concrVVVeK+++=( 1.12 ) ffd8ffe000104a4649460001020100c800c800 00ffe20c584943435f50524f46494c450001010 0000c484c696e6f021000006d6e7472524742 2058595a2007ce00020009000600310000616 373704d5346540000000049454320735247420000000000000000000000000000f6d60001 00000000d32d485020200000000000000000 000000000000000000000000000000000000 000000000000000000000000000000000000 000000116370727400000150000000336465 7363000001840000006c77747074000001f00 0000014626b7074000002040000001472585 95a00000218000000146758595a0000022c00 0000146258595a0000024000000014646d6e 640000025400000070646d6464000002c4000 00088767565640000034c0000008676696577 000003d4000000246c756d69000003f800000 0146d6561730000040c000000247465636800 0004300000000c725452430000043c0000080 c675452430000043c0000080c625452430000 043c0000080c7465787400000000436f70797 269676874202863292031393938204865776c 6574742d5061636b61726420436f6d70616e7 900006465736300000000000000127352474 22049454336313936362d322e31000000000 000000000000012735247422049454336313 936362d322e3100000000000000000000000 0000000000000000000000000000000 O peso prprio do revestimento das lajes (piso, contra-piso, reboco, etc) pode ser obtido de maneira exata multiplicando a esp Edificaes. Considerando revestimentos convencionais podemos, para fins de prdimensionamento, estimar a carga devida ao revestimento entre 0,5 e 1,0 kN/m2. O carregamento acidental tabelado na NBR6120/80 conforme a utilizao da edificao e da finalidade do compartimento. Em edifcios reside 1,5 kN/m2 para todas as lajes, excetuando-se as lajes do fundo da caixa dgua e da casa de mquinas. Alvenaria O carregamento distribudo devido s paredes de alvenaria pode ser obtido da diviso da somatria d Para edifcios residenciais, com alvenaria de blocos cermicos e espessura de parede de 15cm, podemos estimar o valor deste carregamento entre 3,0 e 5,0 kN/m2. e tico Na d ted e Aplicao ao edifcio exemplo vimento Tipo 0,1rev== q alv== ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 rev= q 0alv== ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 q alv= ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 q alv= ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 omo veremos adia CP ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d485020200000000000000000000000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 0000000000000000000000000000000000000000000000000001 A f1.5.4.1 Aplicao ao edifcio exemplo1. v0 = 40 m/s (localidade 2. D s =85,0b ==80Fsr2 edificao compreendida entre 2sffd8ffe000104a ireo paralela 4649460001020 ao eixo x: 100c800c80000f fe20c584943435 f50524f46494c4 500010100000c 484c696e6f0210 00006d6e74725 247422058595a 2007ce0002000 9000600310000 616373704d534 6540000000049 4543207352474 2000000000000 0000000000000 000f6d60001000 00000d32d4850 2020000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000116370 7274000001500 0000033646573 6300000184000 0006c77747074 000001f0000000 14626b7074000 0020400000014 7258595a00000 2180000001467 58595a0000022 c000000146258 595a000002400 0000014646d6e 6400000254000 00070646d6464 000002c400000 0887675656400 00034c0000008 6766965770000c756d69000003f 8000000146d65 61730000040c0 0000024746563 6800000430000 0000c72545243 0000043c00000 80c6754524300 00043c0000080 c625452430000 043c0000080c7 4657874000000 00436f70797269 6768742028632 9203139393820 4865776c65747 42d5061636b61 726420436f6d70 616e790000646 5736300000000 0000001273524 7422049454336 313936362d322 e310000000000 0000000000001 2735247422049 4543363139363 62d322e310000 0000000000000 0000000000000 0000000000000 00000000000aCm48h = m14,24I1= 36,1Cm49,11Ia2= = ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f 46494c4500010100000c484c696e6f021000006d6e74725247422058595a2007c e00020009000600310000616373704d534654000000004945432073524742000 0000000000000000000000000f6d6000100000000d32d48502020000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000000000001163707274000001500000003364657363000001840000 006c77747074000001f000000014626b707400000204000000147258595a00000 218000000146758595a0000022c000000146258595a0000024000000014646d6 e640000025400000070646d6464000002c400000088767565640000034c00000 08676696577000003d4000000246c756d69000003f8000000146d656173000004 0c0000002474656368000004300000000c725452430000043c0000080c6754524 30000043c0000080c625452430000043c0000080c7465787400000000436f7079 7269676874202863292031393938204865776c6574742d5061636b6172642043 6f6d70616e7900006465736300000000000000127352474220494543363139363 62d322e31000000000000000000000012735247422049454336313936362d322 e31000000000000000000000000000000000000000000000000000000Tabela 1.5 Clculo das foras hori ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c450001 0100000c484c696e6f021000006d6e74725247422058595a2007ce000200090006003100006163 73704d5346540000000049454320735247420000000000000000000000000000f6d60001000000 00d32d48502020000000000000000000000000000000000000000000000000000000000000000 00000000000000000000000000000001163707274000001500000003364657363000001840000 006c77747074000001f000000014626b707400000204000000147258595a000002180000001467 58595a0000022c000000146258595a0000024000000014646d6e640000025400000070646d646 4000002c400000088767565640000034c0000008676696577000003d4000000246c756d6900000 3f8000000146d6561730000040c0000002474656368000004300000000c725452430000043c000 0080c675452430000043c0000080c625452430000043c0000080c7465787400000000436f70797 269676874202863292031393938204865776c6574742d5061636b61726420436f6d70616e79000 0646573630000000000000012735247422049454336313936362d322e31000000000000000000 000012735247422049454336313936362d322e310000000000000000000000000000000000000 00000000000000000sMq 43,25 42,38 0,998 39,91 0,976 15,06 14,7 Cob 41,50 14o 38,75 37,38 0,982 39,29 0,946 31,60 29,90 1158,6 30,113 33,25 31,88 0,963 38,52 0,909 31,60 28,73 955,4 29,13 26,38 09 o 08 o ,940 25,00 22,25 23,63 20,88 37,61 0,928 0,913 ,889 0,867 37,10 36,53 31 31,60 0,844 0,818 282 7,40 31,60 31,60 26,66 25,85 856 760,5 666,5 575,1 27,75 27,03 26,2507 o 06 o 05 o 04 o 03 o 02 o 01 T19,50 16,75 14,00 11,25 8,50 5,75 3,00 0,0018,13 15,38 12,63 9,88 7,13 4,38 1,500,897 0,879 0,858 0,832 0,798 0,751 0,65735,89 35,16 34,31 33,27 31,94 30,05 26,290,790 0,758 0,721 0,678 0,625 0,553 0,42431,60 31,60 31,60 31,60 31,60 31,60 34,4724,95 23,95 22,79 21,44 19,76 17,49 14,60 base,tot=486,5 401,1 319,1 241,2 167,9 100,6 43,8 1592,725,40 24,45 23,37 22,12 20,60 18,62 16,04 7,30Cob Cx Dgua Cx Dgua Cob C Mq Cob 41,50 14 13 30,50 29,13 0,95238,08 0,889 66,4 80,27 2448,2 81 27,75 08o 07o 06o 05o o 04 o 03 o 02 o 01 T 26,38 23,63 22,25 19,50 16,75 14,00 11,25 8,50 5,75 3,00 0,00 78,30 1904,4 77,24 76,18 66,4 20,88 0,913 36,53 0,818 73,86 1643,3 75,02 66,4 18,13 0,897 35,89 0,790 71,29 1390,2 72,57 15,38 0,879 35,16 0,758 66,4 68,42 1146,0 69,86 12,63 0,858 34,31 0,721 66,4 65,13 911,8 66,78 9,88 7,13 4,38 1,50 0,832 0,798 0,751 0,657 33,27 31,94 30,05 26,29 0,678 0,625 0,553 0,424 66,4 66,4 66,4 72,4 61,25 56,45 49,97 41,71base,tot=7,61 37,10,867 0,84466,4 66,439,64 38,62 37,51 36,29 34,93 33,39 31,60 29,43 26,61 22,92 10,43689,1 479,8 287,3 125,1 29139, 063,19 58,85 53,21 45,84 20,861.5.4nside arreg aaoimerfei nte do o escrit oes cotrutiA de feita deteo do cento nto quroveniesapo gloda esttura pde seo predim as cser gas vmais rticaisiantee text tuantena se .o de1Apresentamos a seguir o clculo da inclinao acidental d ta pilares P2, P8, P18). Verifica-se que se deve usar a inclinao mnima para a considerao do desaprumo nas direes x e y. p(30011mn,aa==+l 8482 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 00000000000000000000000000000000000000000000000000008o 22,25 952,6 3,18 70,7 6,35 141,3 2 61, 14,00 11,25 8,50 5,75 3,00 0,00 3,18 952,6 952,6 952,6 952,6 952,6 952,6 123952,605o 04o 03o 02o o 01 T53,23,18 3,18 3,18 3,18 3,18 3,18 d,total= 44,5 35,7 27,0 18,3 9,5 0,0 1202,9 6,35 6,35 6,35 6,35 6,35 6,35 d,total=106,4 88,9 71,4 54,0 36,5 19,1 0,0 2405,8do a glob estior e c onsidearando muito mosom a asbela rior feitoe 1. venerceb introdu na e8/20de Reo).Pre eames mairadosa resis caresas vertic aos esforos horizontais. Desta forma, em primeiro lugar, devemos determinar a seo dos pilares, levando em considerao as cargas verticais e em s P total Pdtal/pilar prevista para o pilar no nvel considerapilar/ticopilar/coberturapilar/tipoacimaandaresfpilar/total,dPPPnP++= ffd8ffe000104a4649460001020100c800 c80000ffe20c584943435f50524f46494c4 500010100000c484c696e6f021000006d 6e74725247422058595a2007ce0002000 9000600310000616373704d534654000 00000494543207352474200000000000 00000000000000000f6d6000100000000 d32d4850202000000000000000000000 00000000000000000000000000000000 00000000000000000000000000000000 00000000001163707274000001500000 003364657363000001840000006c77747 074000001f000000014626b7074000002 04000000147258595a00000218000000 146758595a0000022c000000146258595 a0000024000000014646d6e640000025 400000070646d6464000002c400000088 767565640000034c00000086766965770 00003d4000000246c756d69000003f800 0000146d6561730000040c00000024746 56368000004300000000c725452430000 043c0000080c675452430000043c00000 80c625452430000043c0000080c746578 7400000000436f7079726967687420286 3292031393938204865776c6574742d50 61636b61726420436f6d70616e7900006 46573630000000000000012735247422 049454336313936362d322e310000000 00000000000000012735247422049454 336313936362d322e310000000000000 00000000000000000000000000000000000000000 O quinho de carga correspondente a cada pilar, por andar, pode ser estimado multiplicando-se a carga mdia (por m2) para o andar pela rea de influncia do pilar em questo, Ainfl, de acordo com a Figura 1.13.k,mdpilar/.linfpilar/tipofigura p ppAP= ( 1.14 ) A rea de influncia de um pilar obtida a partir dasP1P3P2P4P5P6 6,43m217,63m210,81m2P7P8P11P12 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000c484c696e6f021000006d6e74725247422058595a2 007ce00020009000600310000616373704d5346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4850202 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000116370727400000150000000 3364657363000001840000006c77747074000001f000000014626b707400000204000000147258595a00000218000000146758595a0000022c000000 146258595a0000024000000014646d6e640000025400000070646d6464000002c400000088767565640000034c0000008676696577000003d400000 0246c756d69000003f8000000146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c675452430000043c00000 80c625452430000043c0000080c7465787400000000436f70797269676874202863292031393938204865776c6574742d5061636b61726420436f6d7 0616e790000646573630000000000000012735247422049454336313936362d322e3100000000000000000000001273524742204945433631393636 2d322e31000000000000000000000000000000000000000000000000000000arga total no pilar, obtemos sua rea por meio da expresspilar/total,dpilar,cPA= ( 1.16 ) ffd8ffe000104a464946 0001020100c800c8000 0ffe20c584943435f505 24f46494c4500010100 000c484c696e6f021000 006d6e7472524742205 8595a2007ce00020009 0006003100006163737 04d5346540000000049 4543207352474200000 0000000000000000000 0000f6d600010000000 0d32d48502020000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000001163707 2740000015000000033 6465736300000184000 0006c77747074000001 f000000014626b70740 0000204000000147258 595a000002180000001 46758595a0000022c00 0000146258595a0000024000000014646d6e64 0000025400000070646 d6464000002c4000000 88767565640000034c0 0000086766965770000 03d4000000246c756d6 9000003f8000000146d 6561730000040c00000 0247465636800000430 0000000c72545243000 0043c0000080c675452 430000043c0000080c6 25452430000043c0000 080c746578740000000 0436f70797269676874 2028632920313939382 04865776c6574742d50 61636b61726420436f6 d70616e790000646573 6300000000000000127 3524742204945433631 3936362d322e3100000 0000000000000000012 7352474220494543363 13936362d322e310000 0000000000000000000 0000000000000000000 000000000000 Para determinar as dimenses dos pilares, devemos seguir as prescries da NBR6118 quanto dimenso mnima dos lados de pilares e pilares parede: ffd8ff e0001 04a46 49460 00102 0100c 800c8 0000ff e20c5 84943 435f50 524f46 494c4 50001 0100000c48 4c696 e6f021 00000 6d6e7 47252 47422 05859 5a200 7ce00 02000 90006 00310 00061 63737 04d53 46540 00000 00494 54320 73524 74200 00000 00000 00000 00000 00000 0f6d60 00100 00000 0d32d 48502 02000 00000 00000 00000 00000 00000 00000 00000 00000 00000 00000 00000 00000 0000000000 00000 00000 00000 00000 00116 37072 74000 00150 00000 03364 65736 30000 01840 00000 6c777 47074 00000 1f0000 00014 626b7 07400 00020 40000 00147 25859 5a000 00218 00000 01467 58595 a0000 022c0 00000 14625 8595a 00000 24000 00001 4646d 6e640 00002 54000 00070 646d6 464000002c 40000 00887 67565 64000 0034c 00000 08676 69657 70000 03d40 00000 246c7 56d69 00000 3f8000 00014 6d656 17300 00040 c0000 00247 46563 68000 00430 00000 00c72 54524 30000 043c0 00008 0c675 45243 00000 43c00 00080 c6254 52430 00004 3c000 0080c 74657 87400 00000 0436f7 0797269676 87420 28632 92031 39393 82048 65776 c6574 742d5 06163 6b617 26420 436f6d 70616 e7900 00646 57363 00000 00000 00001 27352 47422 04945 43363 13936 362d3 22e31 00000 00000 00000 00000 00127 35247 42204 94543 36313 93636 2d322 e3100 00000 00000 00000 00000 00000 00000 0000000000 00000 00000 00 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 O coeficiente n deve majorar os esforos solicitantes finais d p NBR6118/78 NBR6118/2001 (Projeto de R d o edifcio exemplo ffd8ffe000104a4649460001020100c800c8 ffd8ffe000104a4649460001020100c800c8 0000ffe20c584943435f50524f46494c45000 0000ffe20c584943435f50524f46494c45000 10100000c484c696e6f021000006d6e7472 10100000c484c696e6f021000006d6e7472 5247422058595a2007ce00020009000600 5247422058595a2007ce00020009000600 310000616373704d534654000000004945 310000616373704d534654000000004945 4320735247420000000000000000000000 4320735247420000000000000000000000 000000f6d6000100000000d32d485020200 000000f6d6000100000000d32d485020200 0000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000000000000 0000000000000000000000000116370727 0000000000000000000000000116370727 4000001500000003364657363000001840 4000001500000003364657363000001840 000006c77747074000001f000000014626b 000006c77747074000001f000000014626b 707400000204000000147258595a000002 707400000204000000147258595a000002 18000000146758595a0000022c00000014 18000000146758595a0000022c00000014 6258595a0000024000000014646d6e6400 6258595a0000024000000014646d6e6400 00025400000070646d6464000002c40000 00025400000070646d6464000002c40000 0088767565640000034c00000086766965 0088767565640000034c00000086766965 77000003d4000000246c756d69000003f80 77000003d4000000246c756d69000003f80 00000146d6561730000040c00000024746 00000146d6561730000040c00000024746 56368000004300000000c7254524300000 56368000004300000000c725452430000043c0000080c675452430000043c0000080c 43c0000080c675452430000043c0000080c 625452430000043c0000080c74657874000 625452430000043c0000080c74657874000 00000436f70797269676874202863292031 00000436f70797269676874202863292031 393938204865776c6574742d5061636b61 393938204865776c6574742d5061636b61 726420436f6d70616e79000064657363000 726420436f6d70616e79000064657363000 0000000000012735247422049454336313 0000000000012735247422049454336313 936362d322e31000000000000000000000 936362d322e31000000000000000000000 012735247422049454336313936362d322 012735247422049454336313936362d322 e310000000000000000000000000000000 e310000000000000000000000000000000 00000000000000000000000 00000000000000000000000 pilares de canto com tenses um pouco menores, em virtude dos efeitos de flexo que sero introduzidos nestes A numa distncia muito prxima entre eles, se dTabela 1.9 Pr-dimensionamento dos pilares Pilar ntipo Ainfl (m2) Ainfl,tot (m2) pd (kN/m2) Pd,tipo (kN) Pd,tico (kN) Pd,tot (kN) sadm (kN/cm2)A (cm2) b (cm) h (cm) hfinal (cm) f (kN/cm2)14 6,31 93,07 15,05 1400,740,001400,741,301077,49 19 56,71651,131=P6=P17=22 8 6,31 55,21 15,05 830,950,00830,951,30639,19 19 33,64650,6714 11,79 173,90 15,05 2617,230,002617,231,302013,26 19 105,961101,252=P5=P18=21 8 11,79 103,16 15,05 1552,600,001552,601,301194,30 19 62,861100,743=P4 14 4,02 59,30 15,05 892,390,00892,391,30686,45 20 34,32401,128 4,02 35,18 15,05 529,380,00529,381,30407,22 20 20,36400,6614 6,43 94,84 15,05 1427,380,001427,381,3010977=P12=P13=160 9 15,05 7827,280,007827,281,306020,93 15,05 4643,300,004643,301,303571,7P101413,9 920,35 615,053105,6 1389,503495,111,305 2688, 4120 134,43 140 2 , 5P14= 8 P19= 81 43729,3 4118,8 3168,3 6,80 47,80 15,05 9 9,50 9 1,30 8 6,80 47,00 15,05 212,35 9,50 601,85 1,30 001,42 20 7,48 7,48 110,33 1776,3 2165,8 1666,0 16,10 1 9,50 1 1,30 1 1053,7 1443,2 1110,1 16,10 5 9,50 5 1,30 9 202058,42 00,07 83,30 55,51601 4201, 2 60 9 0,81 1, 2 90 0 0,8065,4590P6(19/65)24(19/5V5)(19/5V2P22(19/65) P12(19/6280mffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c 4500010100000c484c696e6f021000006d6e74725247422058595a2007ce00020 009000600310000616373704d534654000000004945432073524742000000000 0000000000000000000f6d6000100000000d32d48502020000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 0000000000001163707274000001500000003364657363000001840000006c77 747074000001f000000014626b707400000204000000147258595a00000218000 000146758595a0000022c000000146258595a0000024000000014646d6e64000 0025400000070646d6464000002c400000088767565640000034c00000086766 96577000003d4000000246c756d69000003f8000000146d6561730000040c0000 002474656368000004300000000c725452430000043c0000080c6754524300000 43c0000080c625452430000043c0000080c7465787400000000436f7079726967 6874202863292031393938204865776c6574742d5061636b61726420436f6d706 16e790000646573630000000000000012735247422049454336313936362d322 e31000000000000000000000012735247422049454336313936362d322e31000 000000000000000000000000000000000000000000000000000 1.5.6.1.1 Parmetro As expresses para a determinao do parmetro e seu significado so apresentadas no procedimento descrito no item 1.8. ) 4n(6,0= ( 1.9 ) ATabela 1.10 Determinao do parmetro Caso de Carregamento Htot(m)Nk,edifcio (kN) Ecs (GPa)Ieq (m4) direo y 48 10871 23,8 ) Nk,edifcio/2Para o clculo do parmetro , igualamos o deslocamento na cobertura do edifcio, submetido ao carregamento de vento, ao mesmo nvel da cobertura do exemplo, de um pilar equivalente, ao qual aplicamos o mesmo carregamento de vento.1.5.6.1.2 Parmetro z As expffd8ffe00 0104a464 94600010 20100c80 0c80000ff e20c5849 43435f50 524f4649 4c450001 0100000c 484c696e 6f021000 006d6e74 72524742 2058595a 2007ce00 02000900 06003100 00616373 704d5346 54000000 00494543 20735247 42000000 00000000 00000000 000000f6 d6000100 000000d3 2d485020 20000000 00000000 00000000 00000000 00000000 00000000 00000000 00000000 00000000 0000000000000000 00000000 11637072 74000001 50000000 33646573 63000001 84000000 6c777470 74000001 f0000000 14626b70 74000002 04000000 14725859 5a000002 18000000 14675859 5a000002 2c000000 14625859 5a000002 40000000 14646d6e 64000002 54000000 70646d64 64000002 c4000000 88767565 64000003 4c000000 86766965 77000003 d4000000 246c756d 69000003 f8000000 146d6561 73000004 0c000000 24746563 68000004 30000000 0c725452 430000043c000008 0c675452 43000004 3c000008 0c625452 43000004 3c000008 0c746578 74000000 00436f70 79726967 68742028 63292031 39393820 4865776c 6574742d 5061636b 61726420 436f6d70 616e7900 00646573 63000000 00000000 12735247 42204945 43363139 36362d32 2e310000 00000000 00000000 00127352 47422049 45433631 3936362d 322e3100 00000000 00000000 00000000 00000000 00000000 00000000 0000Tabela 1.1 Cob Cx Dgua 48,00 12,07 579,4 276 0,081 22,1 Cx Dgua 46,00 28,411o 30,50 39,78 25,00 37,85 946,1 1905 0,0o o o06o ,00 ,25,50 ,72 4 0,96 345,56 69 190 1904 1905 0,030 0,02303oT 0,00 10,22 0,0 1905 0,000 0,0 15425,1 1395,0uma anlise mais rigorosa daa d Para efeito de ilustrao, na Tabela 1.13 apresentamos a determinao do parmetro a estrutura na direo y, consideran d barras rgidas bi-rotuladas). Podemos verificar que a considerao dos prticos de contraventamento fundamental para garantir a estabilidade da estrutura.Tabela 1.12 Determinao do parmetro z direo y ndar ota Piso ob Cx D gua 8,00 x Dgua 6,00 ob C Mq 3,25 1998,7 4o 8,75 3o 6,00d/2M1 164,8 372,4Pd,anda r/2 138 591d(m 0,111 0,110 0,107 0,101 0,095dM 15,3 64,7 47,1 75,5 95,8 90,4,43 ,102,39 968,2 439 714 0,106 2338,1 953 2132,5 9532o 1o 0o 9o 8o 7o 6o 5o 4o 3o 2o 1o 0,03,25 0,50 7,75 5,00 2,25 9,50 6,75 4,00 1,25 ,50 ,75 ,00 19321,6 z =1930,8 1733,3 1540,1 953 953 990,6 819,1 654,4 497,6 350,2 214,2 96,3 953953 953 953953 953 953 953 953 953 953 0,0000,089 0,082 0,074 0,066 0,058 0,049 0,040 0,031 0,022 0,014 0,007 0,002 898,4 1,0584,5 78,0 70,9 63,3 55,1 46,7 38,0 29,3 21,1 13,4 7,0 2,3 0,0Tabela 1.13 Determinao do parmetro z (direo y, pilares isolados) AndarCota Piso Wd/2 M1 P Cx Dgua 46,00 8,10 372,4 591 0,857 506,6 Cob C Mq 43,25 22,39 968,2 439 0,789 346,7 Cob 41,50 48,16 1998,7 714 0,746 533,0 14o 38,75 60,34 2338,1 953 0,678 645,9 13o 36,00 59,24 2132,5 953 0,611 5en ros d no iob Ta e ficao flechapavim a: :ifcio 0:sl 100edifcioargaservio rvioeoN 48ta (m) 2 1,34 cargas servcm)(1,42clc a so pavimentosi efeo utildo-s1.15 Verificao da flecha entre pavimentos sob cargas de servio Direta PisoPiso a m)) a) a (m(cmDgua ua q. ,50 ,75 ,00 ,25 ,50 ,75 ,00 ,25 ,50 ,75 ,00 ,25 50 75,00 ,00 ,25 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 2,7 1,7 02, 0 1 1,34 1,27 1,20 1,13 1,04 0,95 0,850,0500 275 0,0400 0,1400 0,1400 0,1600 0,1700 0,1800 0,2000 0,2000 0,2200 0,2200 0,2200 0,2100 0,2000 0,1700 0,13000ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000 O quadro a seguir aprese1.6 Determinao do Carregamento Verticala rial P aparec concreto armado 25 2,5 argamassa de cimento e a a de tijolo macio cos de concreto 13 1,3 1 terra madeira pinho, cedro loro, u g Mt a reve te lh dete de te de te ime p divis caix de o 0,3 isos 0,2 0,7 /m2 k ani seo 18 5 6,5Peso especfico / Paredes divisrias sem posio determinada: carga unifo 1. b) Cargas variveis ou acidentais: qkN/m2 kgf/m2 dormitrios, salas, cozinhas e banheiros 1,5 150 escadas semgaragens (s em terraos sem acesso ao pblico 3,0 300 300 terraedifcios de escritrios 30forros garagens (sem con restaurantes 300 audiescolas0, 30 50escadas e corr outras sala 25 salasbibliotecas40 204060 e salas de diretorbancos 20 15cinemas e ros3,0 300 tebanheiros salas salas de ass danclubes400salo debanheiro ginsio de espor dormitri hospitaiscorredores 3,0c velo adja de) 1 m/s te caixa dos elevadores da a de mquinas ) Coficie,1= te de impacto: quando l l quando 0ll degraus isolados): car a concentrada de 2,5 kN na posio m c ffd8ffe000104a46494600010201009500950000ffe20c584943435f50524f46494 c4500010100000c484c696e6f021000006d6e74725247422058595a2007ce0002 0009000600310000616373704d53465400000000494543207352474200000000 00000000000000000000f6d6000100000000d32d4850202000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 00000000000001163707274000001500000003364657363000001840000006c7 7747074000001f000000014626b707400000204000000147258595a0000021800 . m50=l par0000146758595a0000022c000000146258595a0000024000000014646d6e6400 00025400000070646d6464000002c400000088767565640000034c0000008676 696577000003d4000000246c756d69000003f8000000146d6561730000040c000 0002474656368000004300000000c725452430000043c0000080c675452430000 043c0000080c625452430000043c0000080c7465787400000000436f707972696 76874202863292031393938204865776c6574742d5061636b61726420436f6d70 616e790000646573630000000000000012735247422049454336313936362d32 2e31000000000000000000000012735247422049454336313936362d322e3100 0000000000000000000000000000000000000000000000000000 ffd8ffe000104a46494 ffd8ffe000104a46494 600010201009700970 600010201009700970 000ffe20c584943435f5 000ffe20c584943435f5 0524f46494c45000101 0524f46494c45000101 00000c484c696e6f021 00000c484c696e6f021 000006d6e747252474 000006d6e747252474 22058595a2007ce000 22058595a2007ce000 200090006003100006 200090006003100006 16373704d534654000 16373704d534654000 000004945432073524 000004945432073524 742000000000000000 742000000000000000 0000000000000f6d60 0000000000000f6d60 00100000000d32d485 00100000000d32d485 020200000000000000 020200000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000116370727 000000000116370727 400000150000000336 400000150000000336 465736300000184000 465736300000184000 0006c7774707400000 0006c7774707400000 1f000000014626b707 1f000000014626b707 400000204000000147 400000204000000147 258595a00000218000 258595a00000218000 000146758595a00000 000146758595a00000 22c000000146258595 22c000000146258595 a00000240000000146 a00000240000000146 46d6e6400000254000 46d6e6400000254000 00070646d646400000 00070646d646400000 2c4000000887675656 2c4000000887675656 40000034c000000867 40000034c000000867 6696577000003d4000 6696577000003d4000 000246c756d6900000 000246c756d6900000 3f8000000146d65617 3f8000000146d65617 30000040c000000247 30000040c000000247 465636800000430000 4656368000004300000000c7254524300000 43c0000080c6754524 30000043c0000080c6 25452430000043c000 0080c7465787400000 000436f70797269676 874202863292031393 938204865776c65747 42d5061636b6172642 0436f6d70616e79000 064657363000000000 000001273524742204 9454336313936362d3 22e310000000000000 000000000127352474 220494543363139363 62d322e31000000000 000000000000000000 000000000000000000 000000000 ffd8ffe000104a464946 000102010097009700 00ffe20c584943435f50 524f46494c450001010 0000c484c696e6f0210 00006d6e7472524742 2058595a2007ce0002 000900060031000061 6373704d5346540000 000049454320735247 420000000000000000 000000000000f6d600 0100000000d32d4850 202000000000000000 000000000000000000 000000000000000000 000000000000000000 000000000000000000 000000001163707274 000001500000003364 657363000001840000 006c77747074000001f 000000014626b70740 000020400000014725 8595a0000021800000 0146758595a00000220000c7254524300000 43c0000080c6754524 30000043c0000080c6 25452430000043c000 0080c7465787400000 000436f70797269676 874202863292031393 938204865776c65747 42d5061636b6172642 0436f6d70616e79000 064657363000000000 000001273524742204 9454336313936362d3 22e310000000000000 000000000127352474 220494543363139363 62d322e31000000000 000000000000000000 000000000000000000 000000000c000000146258595a0 000024000000014646 d6e640000025400000 070646d6464000002c 400000088767565640 000034c00000086766 96577000003d400000 0246c756d69000003f8 000000146d65617300 00040c000000247465 636800000430000000 0c725452430000043c 0000080c6754524300 00043c0000080c6254 52430000043c000008 0c7465787400000000 436f70797269676874 202863292031393938 204865776c6574742d 5061636b6172642043 6f6d70616e79000064 657363000000000000 001273524742204945 4336313936362d322e 310000000000000000 000000127352474220 49454336313936362d 322e31000000000000 000000000000000000 000000000000000000 000000 ffd8ffe000104a46494 600010201009700970 000ffe20c584943435f5 0524f46494c45000101 00000c484c696e6f021 000006d6e747252474 22058595a2007ce000 200090006003100006 16373704d534654000 000004945432073524 742000000000000000 0000000000000f6d60 00100000000d32d485 020200000000000000 000000000000000000000000000000000000 000000000000000000 000000000000000000 000000000116370727 400000150000000336 465736300000184000 0006c7774707400000 1f000000014626b707 400000204000000147 258595a00000218000 000146758595a00000 22c000000146258595 a00000240000000146 46d6e6400000254000 00070646d646400000 2c4000000887675656 40000034c000000867 6696577000003d4000 000246c756d6900000 3f8000000146d65617 30000040c000000247 465636800000430000 0000c7254524300000 43c0000080c6754524 30000043c0000080c6 25452430000043c000 0080c7465787400000 000436f70797269676 874202863292031393 938204865776c65747 42d5061636b6172642 0436f6d70616e79000 064657363000000000 000001273524742204 9454336313936362d3 22e310000000000000 000000000127352474 220494543363139363 62d322e31000000000 000000000000000000 000000000000000000 000000000 N de pisos que atuam sobre o elemento Aa cFi gu rA dos revestimentos adotado e re espectivamente. r1 No edifcio exemplo, a espessura da camada de regularizao foi adotada como send ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000 c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d5 346540000000049454320735247420000000000000000000000000000f6d6000100000000d32d4 85020200000000000000000000000000000000000000000000000000000000000000000000000 0000000000000000000000001163707274000001500000003364657363000001840000006c777 47074000001f000000014626b707400000204000000147258595a00000218000000146758595a0 000022c000000146258595a0000024000000014646d6e640000025400000070646d6464000002 c400000088767565640000034c0000008676696577000003d4000000246c756d69000003f80000 00146d6561730000040c0000002474656368000004300000000c725452430000043c0000080c67 5452430000043c0000080c625452430000043c0000080c7465787400000000436f707972696768 74202863292031393938204865776c6574742d5061636b61726420436f6d70616e790000646573 630000000000000012735247422049454336313936362d322e310000000000000000000000127 35247422049454336313936362d322e3100000000000000000000000000000000000000000000 0000000000P o e do revestimento de parede adotado suas respectivas espessuras e p ede. rga por m2 c edifcios. realidade, sendo prefervel substitu-la p a) se a parede paralela ao lado lx (lado menor da laje), supe-se que a faixa resistente tenha largura 2/3 lx; b) se a parede paralela ao lado ly, considera-se a carga distribuda linearmente. Ado com largura de 12 cmLaj h(cm) Peso Prprio RevestTo L1 10 2,5 1,12 1,77 5,39 1,5 6,89 L2 10 2,5 1,12 2,07 5,69 1,5 7,19 L3 10 2,5 1,12 2,07 5,69 1,5 7,19 L4 10 2,5 1,12 1,77 5,39 1,5 6,89 L5 71.6.4 Clculo das reaes nas vigas Para o clculo das reaes dasvigas, isto , para calcular a carga que a laje transmite s igas que a sustentam, o v borda maior ly receba a carga existente na rea Ay, enquanto que Ax corresponde borda menor lx. As reas Ax e Ay so formadas pelas bissetrizes tiradas de cada canto da laje. , portanto, um clculo simples, baseado na teoria das charneiras plsticas. No caso de duas bord re 60o (e no dois ngulos de 45o). Em tal caso, 60o para o lado do engastamento. Esta foi a hiptese adotada neste edifcio exemplo. A distribuio de carg p 1 sobre as lajes.AxAx Ay lratelvV244.65m25.64m25.64m27.86m22.28m22.28m21.86m21.06m25.64m24.65m25.64m27.86m2V21V22V177m27m215.12 + 1.5215.32 + 2.7715.12 + 1.5215.32 + 2.7715.12 + 1.5215.12 + 1.5225.39 + 5.3525.39 + 5.357.62 + 0.58L4L11L6 77m277m21422.14. 7V V9 ffd8ffe000104a4649460001020100c800c80000ffe20c584943435f50524f46494c4500010100000c484c696e6f021000006 d6e74725247422058595a2007ce00020009000600310000616373704d5346540000000049454320735247420000000000 000000000000000000f6d6000100000000d32d48502020000000000000000000000000000000000000000000000000000 00000000000000000000000000000000000000000001163707274000001500000003364657363000001840000006c77747074000001f000000014626b707400000204000000147258595a00000218000000146758595a0000022c0000001462585 95a0000024000000014646d6e640000025400000070646d6464000002c400000088767565640000034c00000086766965 77000003d4000000246c756d69000003f8000000146d6561730000040c0000002474656368000004300000000c7254524 30000043c0000080c675452430000043c0000080c625452430000043c0000080c7465787400000000436f7079726967687 4202863292031393938204865776c6574742d5061636b61726420436f6d70616e79000064657363000000000000001273 5247422049454336313936362d322e31000000000000000000000012735247422049454336313936362d322e310000000 00000000000000000000000000000000000000000000000V24 15,44 1,611.7 Carregamento Horizontal 1.7.1 Procedimento para o clculoo do efeito d o vento nas edificaes rp o terre obrigatria, segundo onos,to effd8ffe000104a46494600010201007900790000ffe20c584943435f50524f46494 c4500010100000c484c696e6f021000006d6e74725247422058595a2007ce0002 0009000600310000616373704d53465400000000494543207352474200000000 00000000000000000000f6d6000100000000d32d4850202000000000000000000 0000000000000000000000000000000000000000000000000000000000000000 00000000000001163707274000001500000003364657363000001840000006c7 7747074000001f000000014626b707400000204000000147258595a0000021800 0000146758595a0000022c000000146258595a0000024000000014646d6e6400 00025400000070646d6464000002c400000088767565640000034c0000008676 696577000003d4000000246c756d69000003f8000000146d6561730000040c000 0002474656368000004300000000c725452430000043c0000080c675452430000 043c0000080c625452430000043c0000080c7465787400000000436f707972696 76874202863292031393938204865776c6574742d5061636b61726420436f6d70 616e790000646573630000000000000012735247422049454336313936362d32 2e31000000000000000000000012735247422049454336313936362d322e3100 00000000000000000000000000000000000000000000000000001.7.2 Determinao da Velocid1. s1, s2 e 3: 2. v a) Fator Topogrfico, s1 Considera as variaes do relevo do terreno: Terreno plano ou fracamente acidentadoTaludes e morros alongados, nos :1760,1:3ooffd8ffe000104a46494600010201009000900000ffe20c584943435f50524f46494c450001010000 0c484c696e6f021000006d6e74725247422058595a2007ce00020009000600310000616373704d 5346540000000049454320735247420000000000000