Calculo e Detalhamento de Pilares de Concreto Armado

27
7/23/2019 Calculo e Detalhamento de Pilares de Concreto Armado http://slidepdf.com/reader/full/calculo-e-detalhamento-de-pilares-de-concreto-armado 1/27  UNIVERSIDADE DO ESTREMO SUL CATARINENSE – UNESC CURSO DE ENGENHARIA CIVIL FERNANDO EBERHARDT DE OLIVEIRA CALCULO E DETALHAMENTO DE PILARES CRICIÚMA, DEZEMBRO DE 2012

Transcript of Calculo e Detalhamento de Pilares de Concreto Armado

Page 1: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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UNIVERSIDADE DO ESTREMO SUL CATARINENSE ndash UNESC

CURSO DE ENGENHARIA CIVIL

FERNANDO EBERHARDT DE OLIVEIRA

CALCULO E DETALHAMENTO DE PILARES

CRICIUacuteMA DEZEMBRO DE 2012

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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FERNANDO EBERHARDT DE OLIVEIRA

CALCULO E DETALHAMENTO DE PILARES

Trabalho apresentado como requisito parcialpara aprovaccedilatildeo na disciplina de ConcretoArmado II da 8ordm fase do curso de EngenhariaCivil da Universidade do Extremo SulCatarinense ndash UNESC

Professora Daiane dos Santos da Silva

CRICIUacuteMA DEZEMBRO DE 2012

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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1 DADOS DO TRABALHO

Deve-se dimensionar e detalhar a armadura transversal e longitudinal dos

pilares P3 P5 e P6 da planta de formas da paacutegina 4

Os dados satildeo os seguintes

bull Concreto C25

bull Accedilo CA50

bull concreto = 25 KNmsup3

bull Cobrimento miacutenimo 25cm

bull drsquo = 40 cm

bull Laje maciccedila espessura 15 cm

bull Diacircmetro do estribo 50mm

bull αb = 10

bull lef = 280 cm

Abaixo tabela com os dados das barras de accedilos

Oslash (mm) As (cmsup2) Peso (Kgfm)

50 020 016

63 032 025

80 050 040

100 080 063

125 125 100

160 200 160

200 315 247

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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2 CARGAS NOS PILARES

21 Descarregamento das lajes

Cargas atuantes nas lajes

Enchimento 70 kgfmsup2Revestimento 50 kgfmsup2Carga Acidental 650 kgfmsup2Peso Proacuteprio (015m 2500 kgfmsup3) 375 kgfmsup2Total 1145 kgfmsup2Total 1145 kNmsup2

Planta baixa do pavimento

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Descarregamento das lajes nas vigas

22 Caacutelculo das vigas

V101

Tramo 01

983153 = 983233983154983141983137 C983137983154983143983137 = 1439 983149983218 1145 983147N983149983218L 983140983137 983158983145983143983137 8081 983149

983153 983101 203983097 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 070 983149 983160 25 983147N = 21 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

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983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

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Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 2: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 227

FERNANDO EBERHARDT DE OLIVEIRA

CALCULO E DETALHAMENTO DE PILARES

Trabalho apresentado como requisito parcialpara aprovaccedilatildeo na disciplina de ConcretoArmado II da 8ordm fase do curso de EngenhariaCivil da Universidade do Extremo SulCatarinense ndash UNESC

Professora Daiane dos Santos da Silva

CRICIUacuteMA DEZEMBRO DE 2012

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 327

1 DADOS DO TRABALHO

Deve-se dimensionar e detalhar a armadura transversal e longitudinal dos

pilares P3 P5 e P6 da planta de formas da paacutegina 4

Os dados satildeo os seguintes

bull Concreto C25

bull Accedilo CA50

bull concreto = 25 KNmsup3

bull Cobrimento miacutenimo 25cm

bull drsquo = 40 cm

bull Laje maciccedila espessura 15 cm

bull Diacircmetro do estribo 50mm

bull αb = 10

bull lef = 280 cm

Abaixo tabela com os dados das barras de accedilos

Oslash (mm) As (cmsup2) Peso (Kgfm)

50 020 016

63 032 025

80 050 040

100 080 063

125 125 100

160 200 160

200 315 247

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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2 CARGAS NOS PILARES

21 Descarregamento das lajes

Cargas atuantes nas lajes

Enchimento 70 kgfmsup2Revestimento 50 kgfmsup2Carga Acidental 650 kgfmsup2Peso Proacuteprio (015m 2500 kgfmsup3) 375 kgfmsup2Total 1145 kgfmsup2Total 1145 kNmsup2

Planta baixa do pavimento

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Descarregamento das lajes nas vigas

22 Caacutelculo das vigas

V101

Tramo 01

983153 = 983233983154983141983137 C983137983154983143983137 = 1439 983149983218 1145 983147N983149983218L 983140983137 983158983145983143983137 8081 983149

983153 983101 203983097 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 070 983149 983160 25 983147N = 21 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 3: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 327

1 DADOS DO TRABALHO

Deve-se dimensionar e detalhar a armadura transversal e longitudinal dos

pilares P3 P5 e P6 da planta de formas da paacutegina 4

Os dados satildeo os seguintes

bull Concreto C25

bull Accedilo CA50

bull concreto = 25 KNmsup3

bull Cobrimento miacutenimo 25cm

bull drsquo = 40 cm

bull Laje maciccedila espessura 15 cm

bull Diacircmetro do estribo 50mm

bull αb = 10

bull lef = 280 cm

Abaixo tabela com os dados das barras de accedilos

Oslash (mm) As (cmsup2) Peso (Kgfm)

50 020 016

63 032 025

80 050 040

100 080 063

125 125 100

160 200 160

200 315 247

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 427

2 CARGAS NOS PILARES

21 Descarregamento das lajes

Cargas atuantes nas lajes

Enchimento 70 kgfmsup2Revestimento 50 kgfmsup2Carga Acidental 650 kgfmsup2Peso Proacuteprio (015m 2500 kgfmsup3) 375 kgfmsup2Total 1145 kgfmsup2Total 1145 kNmsup2

Planta baixa do pavimento

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 527

Descarregamento das lajes nas vigas

22 Caacutelculo das vigas

V101

Tramo 01

983153 = 983233983154983141983137 C983137983154983143983137 = 1439 983149983218 1145 983147N983149983218L 983140983137 983158983145983143983137 8081 983149

983153 983101 203983097 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 070 983149 983160 25 983147N = 21 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 627

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 727

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 927

Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 4: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 427

2 CARGAS NOS PILARES

21 Descarregamento das lajes

Cargas atuantes nas lajes

Enchimento 70 kgfmsup2Revestimento 50 kgfmsup2Carga Acidental 650 kgfmsup2Peso Proacuteprio (015m 2500 kgfmsup3) 375 kgfmsup2Total 1145 kgfmsup2Total 1145 kNmsup2

Planta baixa do pavimento

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 527

Descarregamento das lajes nas vigas

22 Caacutelculo das vigas

V101

Tramo 01

983153 = 983233983154983141983137 C983137983154983143983137 = 1439 983149983218 1145 983147N983149983218L 983140983137 983158983145983143983137 8081 983149

983153 983101 203983097 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 070 983149 983160 25 983147N = 21 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 627

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 727

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 5: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 527

Descarregamento das lajes nas vigas

22 Caacutelculo das vigas

V101

Tramo 01

983153 = 983233983154983141983137 C983137983154983143983137 = 1439 983149983218 1145 983147N983149983218L 983140983137 983158983145983143983137 8081 983149

983153 983101 203983097 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 070 983149 983160 25 983147N = 21 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 627

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 727

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 927

Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 6: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 627

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218

556 983149

983153 983101 1617 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 18 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V102

Tramo 01

983153 = 1439 983149983218 1145 983147N983149983218 + 1566 983149983218 1145 983147N983149983218

7916 983149 7916 983149

983153 983101 4347 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Tramo 02

983153 = 786 983149983218 1145 983147N983149983218 + 792 983149983218 1145 983147N983149983218

5554 983149 5554 983149

983153 983101 3253 983147983118983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 727

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 927

Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 7: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 727

983120983141983155983151 983152983154983283983152983154983145983151 015 983149 983160 070 983149 983160 25 983147N = 263 983147N983149

Cargas totais na viga

Reaccediloes nos apoios

V105

Tramo 01

983153 = 659 983149983218 1145 983147N983149983218 + 659 983149983218 1145 983147N9831499832185095 983149 5095 983149

983153 983101 298309762 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

Tramo 02

983153 = 941 983149983218 1145 983147N983149983218 + 935983149983218 1145 983147N9831499832186095 983149 6095 983149

983153 983101 3524 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 060 983149 983160 25 983147N = 180 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 927

Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 8: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 827

Cargas totais na viga

Reaccediloes nos apoios

V106

Tramo 01

983153 = 935 983149983218 1145 983147N983149983218

6095 983149

983153 983101 1756 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

Tramo 02

983153 = 659 983149983218 1145 983147N9831499832185095 983149

983153 983101 149830961 983147983118983149

983120983141983155983151 983152983154983283983152983154983145983151 012 983149 983160 050 983149 983160 25 983147N = 150 983147N983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 927

Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1027

3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 9: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Cargas totais na viga

Reaccediloes nos apoios

23 Cargas nos pilares

P3

Reaccedilatildeo da Viga 101 2536 kNReaccedilatildeo da Viga 106 2736 kNPeso Proacuteprio do Pilar(020 m 025 m 280 m 25 kNmsup3) 350 kNTotal 5622 kN

P5

Reaccedilatildeo da Viga 102 36225 kN

Reaccedilatildeo da Viga 105 24341 kNPeso Proacuteprio do Pilar(025 m 025 m 280 m 25 kNmsup3) 438 kNTotal 61004 kN

P6

Reaccedilatildeo da Viga 102 4937 kNReaccedilatildeo da Viga 106 12569 kNPeso Proacuteprio do Pilar(020 m 040 m 280 m 25 kNmsup3) 560 kNTotal 18066 kN

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 10: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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3 CALCULO DO PILAR DE EXTREMIDADE ldquoP6rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 18066

983118983140 983101 2529830972 983147983118

Vatildeo efetivo da viga

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 le05 9831561 = 05 25 = 125 983139983149

9831371 983101 125 98313998314905 983144 = 05 70 = 350 983139983149

9831372 le05 9831562 = 05 40 = 200 983139983149

9831372 983101 200 98313998314905 983144 = 05 70 = 350 983139983149

983148983141983142 = 5229 + 125 + 20

983148983141983142 983101 5554 983139983149

Momentos de ligaccedilatildeo viga-pilar

983122983155983157983152 = 983122983145983150983142 =I

=(983138 983144983219) 12

=(20 40983219) 12

= 7619830970 983139983149983219983148983141 983148983141 2 280 2

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

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Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 11: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1127

983122983158983145983143983137 =I983158983145983143983137

=(15 70983219) 12

= 7719830977 983139983149983219983148983141983142 5554

Momento de engastamento

M983141983150983143 =983120 L983218

=3516 5554983218

= 98309703983096 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 9038 3 76190

3 76190 + 4 77197 + 3 76190

983117983155983157983152 983101 983117983145983150983142 983101 269830977 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 2697 + 2697

983117983158983145983143983137 983101 539830974 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147M983140983156983151983152983151 = 14 10 2697

983117983140983156983151983152983151 983101 3776 983147983118983149 983117983140983138983137983155983141 983101 9830853776 983147983118983149

Excentricidade inicial no topo e na base

983141983145 = M983140 N983140

983141983145 = 3776 983147N983139983149 25292 983147N

983141983145 983101 149830974 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 12: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1227

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 25292 (0015 + 003 04)

9831171983140983149983277983150 983101 69830963 983147983118983149

Iacutendice de esbeltes

λ = (346 983148983141) 983144

λ = (346 280) 40

λ 983101 2422

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 40)

10λ1 = 25

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λ = 2422 eacute menor que λ1 = 35 natildeo se considera efeitos de segunda ordem

assim adota-se M1d = 3776 kNm = 3776 kNcm

Coeficientes adimensionais

η =N983140

=25292

= 018983138 983144 983142983139983140 20 40 (2514)

983140=

4= 01

983144 40

μ = η 983141983156983151983156983137983148 = 018 1494 = 007983144 40

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 13: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1327

Utilizando o aacutebaco A-25 de VENTURINI (1987) obtecircm-se ω = 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 40 (2514) 005

= 164 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 40 = 64 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 40 = 32 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

983119B983123 A983140983151983156983137983154 A983155 = 32 983139983149983218

Detalhamento

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 14: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1427

Portanto o pilar ldquoP6rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

4 CALCULO DO PILAR DE CANTO ldquoP3rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147N983140 = 14 10 5622

983118983140 983101 798309671 983147983118

Vatildeo efetivo da viga

bull Eixo ldquoxrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 15: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1527

9831371 le05 9831561 = 05 30 = 150 983139983149

9831371 983101 150 98313998314905 983144 = 05 60 = 300 983139983149

9831372 le

05 9831562 = 05 25 = 125 983139983149

9831372 983101 125 98313998314905 983144 = 05 60 = 300 983139983149

983148983141983142 = 5289 + 125 + 15

983148983141983142 983101 5564 983139983149

bull Eixo ldquoyrdquo

983148983141983142 = 983148983151 + 9831371 + 9831372

9831371 = 9831372 le05 983156 = 05 20 = 100 983139983149

9831371 983101 9831372 983101 100 98313998314905 983144 = 05 50 = 250 983139983149

983148983141983142 = 4895 + 100 + 100

983148983141983142 983101 509830975 983139983149

Momentos de ligaccedilatildeo viga-pilar

bull

Eixo ldquoxrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(20 25983219) 12

= 1983096601 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 60983219) 12

= 398309698309621 983139983149983219983148983141983142 5564

bull Eixo ldquoyrdquo

983122983155983157983152 = 983122983145983150983142 =I

=(983138 H983219) 12

=(25 20983219) 12

= 1198309705 983139983149983219983148983141 983148983141 2 280 2

983122983158983145983143983137 =I983158983145983143983137

=(15 50983219) 12

= 24534 983139983149983219983148983141983142 5095

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 16: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1627

Momento de engastamento

bull Eixo ldquoxrdquo

M983141983150983143 =983120 L983218

=1797 5564983218

= 4636 98314798311898314912 12

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 4636 3 18601

3 18601 + 4 38821 + 3 18601

983117983155983157983152 983101 983117983145983150983142 983101 9830976983097 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 969 + 969

983117983158983145983143983137 983101 19830973983096 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 969

983117983140983156983151983152983151 983101 1357 983147983118983149 983117983140983138983137983155983141 983101 9830851357 983147983118983149

bull Eixo ldquoyrdquo

M983141983150983143 =983120 L983218

=1631 5095983218

= 352983096 98314798311898314912 12

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 17: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1727

M983155983157983152 = M983141983150983143 3 983122983155983157983152

3 983122983155983157983152 + 4 983122983158983145983143983137 + 3 983122983145983150983142

M983145983150983142 = M983141983150983143 3 983122983145983150983142

3 983122983145983150983142 + 4 983122983158983145983143983137 + 3 983122983155983157983152

M983155983157983152 = M983145983150983142

M983155983157983152 = M983145983150983142 = 3528 3 11905

3 11905 + 4 24534 + 3 11905

983117983155983157983152 983101 983117983145983150983142 983101 743 983147983118983149

M983158983145983143983137 = M983155983157983152 + M983145983150983142

M983158983145983143983137 = 743 + 743

983117983158983145983143983137 983101 149830966 983147983118983149

M983140983156983151983152983151 = 983085M983140 983138983137983155983141

M983140983156983151983152983151 = 983129983139 983129983150 M983147

M983140983156983151983152983151 = 14 10 743

983117983140983156983151983152983151 983101 1040 983147983118983149 983117983140983138983137983155983141 983101 9830851040 983147983118983149

Excentricidade inicial no topo e na base

Eixo ldquoxrdquo

983141983145 = M983140 N983140

983141983145 = 1357 983147N983139983149 7871 983147N

983141983145 983101 1724 983139983149

Eixo ldquoyrdquo

983141983145 = M983140 N983140

983141983145 = 1040 983147N983139983149 7871 983147N

983141983145 983101 1321 983139983149

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 18: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1827

Momento miacutenimo

Eixo ldquoxrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 025)

9831171983140983149983277983150 983101 177 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1357 983147N983149

Eixo ldquoyrdquo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 7871 (0015 + 003 020)

9831171983140983149983277983150 983101 165 983147983118983149

A983140983151983156983137983140983151 M1983140983137 = 1040 983147N983149

Iacutendice de esbeltes

Eixo ldquoxrdquo

λ = (346 983148983141) 983144

λ = (346 280) 25

λ 983101 398309675

Eixo ldquoyrdquo

λ = (346 983148983141) 983144

λ = (346 280) 20

λ 983101 498309644

Iacutendice de esbeltes limite

Eixo ldquoxrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1724 25)

10λ1 = 3362

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Eixo ldquoyrdquo

λ1 =

25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (1321 20)

10λ1 = 3326

35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

Eixo ldquoxrdquo

η =N983140

=7871

= 009983138 983144 983142983139983140 20 25 (2514)

1

=

0005

le

0005

983154 983144 (η + 05) 983144

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 19: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 1927

1=

0005le

0005

983154 25 (009 + 05) 25

1= 0000339 ge 0002 rarr

1983101 00002983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 13570 + 7871 (280983218 10) 00002

983117983140983156983151983156 983101 14983096042 983147983118983139983149

Eixo ldquoyrdquo

η =

N983140

=

7871

= 009983138 983144 983142983139983140 20 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 20 (009 + 05) 20

1

= 0000424 ge 00025 rarr

1

983101 000025983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 10400 + 7871 (280983218 10) 000025

983117983140983156983151983156 983101 11983097427 983147983118983139983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

μ =M983140983156983151983156

=148042

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 20: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2027

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 7871 991251 3875983218 25 7871 991251 19200 10 1357) M983140 983156983151983156 991251 3840

10 25 7871 1357 = 0

983117983140983156983151983156 983101 14798309654 983147983118983149

Eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

μ =M983140983156983151983156

=119427

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 21: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2127

19200 M983140983156983151983156983218 + (3840 20 7871 991251 4844983218 20 7871 991251 19200 10 1040) M983140 983156983151983156 991251 3840

10 20 7871 1357 = 0

983117983140983156983151983156 983101 1198309721983097 983147983118983149

Coeficientes adimensionais

Eixo ldquoxrdquo

η = 009

Eixo ldquoyrdquo

Utilizando o aacutebaco A-67 de VENTURINI (1987) obtecircm-se ω = 02

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=20 25 (2514) 02

= 411 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 20 25 = 400 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 20 25 = 20 983139983149983218 rarr 983105983155983149983277983150 983100 983105983155 983119983147

μ =M983140983156983151983156

=147854

= 007983144 A983139 983142983139983140 25 20 25 (25 14)

983140=

4= 016 rarr 015

983144 25

μ =M983140983156983151983156

=119219

= 007983144 A983139 983142983139983140 20 20 25 (25 14)

983140=

4= 020

983144 20

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 22: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2227

Detalhamento

Observa-se que os momentos calculados pelo meacutetodo da curvatura satildeo

proacuteximos aos do meacutetodo da rigidez assim os coeficientes exatamente iguais

resultando aacutereas de accedilo iguais

As = 411 cmsup2 rarr 4Oslash125mm (As = 50 cmsup2)

Estribos

983256983156 ge

983256983148 4 = 125 4 = 313 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 150 98313998314912 983256983148 = 12 125 = 150 983139983149

20 983139983149

OBS Natildeo eacute necessaacuterio utilizar estribos suplementares

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 23: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2327

Portanto o pilar ldquoP3rdquo teraacute 4Oslash125mm como armadura longitudinal e

1Oslash50mm a cada 150cm como armadura transversal

5 CALCULO DO PILAR INTERMEDIAacuteRIO ldquoP5rdquo

Carga de Projeto

N983140 = 983129983139 983129983150 N983147

N983140 = 14 10 61004

983118983140 983101 9830965406 983147983118

Momento miacutenimo

M1983140983149983277983150 = N983140 (0015 + 003 983144)

M1983140983149983277983150 = 85406 (0015 + 003 025)

9831171983140983149983277983150 983101 65336 983147983118983149

Iacutendice de esbeltes

λ983128 = λ983129 = (346 983148983141) 983144

λ983128 = λ983129 = (346 280) 25

λ983128 983101 λ983129 983101 398309675

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 24: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2427

Iacutendice de esbeltes limite

λ1 =25 + 125 (983141983145 983144)

α983138

λ1 =25 + 125 (0 25)

10λ1 = 250 35 le λ1 le 90 983152983151983154983156983137983150983156983151 λ1 983101 35

Como λx e λy eacute maior que λ1 = 35 se considera efeitos de segunda ordem para os

dois eixos

Momento de segunda ordem meacutetodo da curvatura

η =N983140

=85406

= 077983138 983144 983142983139983140 25 25 (2514)

1=

0005le

0005

983154 983144 (η + 05) 983144

1=

0005le

0005

983154 25 (077 + 05) 25

1= 000015748 ge 00002 rarr

1983101 00001574983096

983154 983154

M983140983156983151983156 = α983138 M1983140983137 + N983140 (983148983218 10) (1 983154)

M983140983156983151983156 = 10 65336 + 85406 (280983218 10) 000015748

983117983140983156983151983156 983101 17079830962 983147983118983139983149

Coeficientes adimensionais

η = 077

μ =M983140983156983151983156

=170782

= 006983144 A983139 983142983139983140 25 25 25 (25 14)

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 25: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2527

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-se ω = 009

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 009

= 231 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Momento de segunda ordem meacutetodo da rigidez ldquokrdquo

Eixo ldquoxrdquo igual a eixo ldquoyrdquo

19200 M983140983156983151983156983218 + (3840 983144 N983140 991251 λ983218 983144 N983140 991251 19200 α983138 M1983140983137) M983140983156983151983156 991251 3840 α983138 983144 N983140

M1983140983137 = 0

19200 M983140983156983151983156983218 + (3840 25 85406 991251 3875983218 25 85406 991251 19200 10 65336) M983140 983156983151983156 991251

3840 10 25 85406 65336 = 0

983117983140983156983151983156 983101 98309759830979830960 983147983118983149

Coeficientes adimensionais

η = 077

μ = M983140983156983151983156 = 95980 = 003983144 A983139 983142983139983140 25 25 25 (25 14)

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 26: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2627

Utilizando o aacutebaco A-12 de VENTURINI (1987) obtecircm-seω

= 005

Caacutelculo da aacuterea de accedilo

A983155 =A983139 983142983139983140 ω

=25 25 (2514) 005

= 12983096 983139983149983218983142983161983140 (50 115)

A983155983149983265983160 = 8 A983139 = 008 25 25 = 500 983139983149983218 rarr 983105983155983149983265983160 983102 983105983155 983119983147

A983155983149983277983150 = 04 A983139 = 0004 25 25 = 25 983139983149983218 rarr 983105983155983149983277983150 983102 983105983155 983118983267983151 983119983147

Obs Asmiacuten = 250 cmsup2 satildeo necessaacuterias 4 barras longitudinais com essa aacuterea cada

uma teria 0625 cmsup2 esta aacuterea unitaacuteria eacute menor que 080 cmsup2 (aacuterea de Oslash100mm)

que eacute a barra miacutenima portanto adotar As = 320 cmsup2 (4Oslash100mm)

Detalhamento

Seraacute detalhada a aacuterea de accedilo do meacutetodo da rigidez ldquokrdquo pois esta foi

menor que a outra sendo que as duas estatildeo de acordo com a norma NBR

61182003 seraacute utilizada a que representaraacute maior economia de accedilo

As = 320 cmsup2 rarr 4Oslash100mm

Estribos

983256983156 ge983256983148 4 = 10 4 = 25 983149983149

983256983156 983101 50 98314998314950 983149983149

E983155983152983137983271983137983149983141983150983156983151 le

15 983139983149 (983152983137983154983137 983138 lt 19983139983149)

983109983155983152983137983271983137983149983141983150983156983151 983101 120 98313998314912 983256983148 = 12 10 = 120 983139983149

20 983139983149

983140=

4= 016 rarr 015

983144 25

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal

Page 27: Calculo e Detalhamento de Pilares de Concreto Armado

7232019 Calculo e Detalhamento de Pilares de Concreto Armado

httpslidepdfcomreaderfullcalculo-e-detalhamento-de-pilares-de-concreto-armado 2727

Portanto o pilar ldquoP5rdquo teraacute 4Oslash100mm como armadura longitudinal e

1Oslash50mm a cada 120cm como armadura transversal