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Cálculo de Esfor Formulários de cálculos Cálculo de flechas dos condutores Cálculo do tipo de estai Cálculo do vão básico Cálc. do ângulo de mont. do estai Caracter Configurações iniciais Alturas ve Vão ficticio Cálculo da TMR Cálc. de engastamento profundo Dimensionamento de estruturas Caracter Tab Cálculo de flechas em multiplex

Anexo 5 Calculo de Esforco Mecanico

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Page 1: Anexo 5 Calculo de Esforco Mecanico

Cálculo de Esforços Mecânicos

Formulários de cálculos Materiais

Configurações

Cálculo de flechas dos condutores

Cálculo do tipo de estai

Cálculo do vão básico

Cálc. do ângulo de mont. do estai

Configurações

Parâmetros

Característica dos condutores

Configurações iniciais

Alturas verticais dos condutores

Vão ficticio

Cálculo da TMR

Créditos

Cálc. de engastamento profundo

Dimensionamento de estruturas

Característica dos materiais

Tabelas de esforçosCálculo de flechas em multiplex

Page 2: Anexo 5 Calculo de Esforco Mecanico

Cálculo de Esforços Mecânicos

Materiais Outros

Configurações

Configurações

Parâmetros

Característica dos condutores

Alturas verticais dos condutores

Créditos

Característica dos materiais

Tabelas de esforços

Versão 2.0

Ultima atualização em: Junho - 2007

Calculadora

Condutores (kg / m)

Esforço do vento nos condutores

Força vertical (Arrancamento)

Angulos de metros p/ graus

Page 3: Anexo 5 Calculo de Esforco Mecanico

###

Telefonia

CondutorDistância do Vão REFERÊNCIA pares peso

40 60 80 100 120 140 0 0

6 CA 88 88 88 88 88 88 CEEE 10 0.087

4 CA 140 140 140 140 140 140 CEEE 20 0.125

2 CA 145 145 145 145 145 145 FECOERGS 30 0.163

1/0 CA 230 230 230 230 230 230 50 0.235

2/0 CA 315 315 315 315 315 315 CEEE 75 0.333

3/0 CA 400 400 400 400 400 365 RGE 100 0.422

4/0 CA 460 460 460 460 460 460 FECOERGS 150 0.605

336,4 CA 735 735 735 735 735 735 FECOERGS 200 0.789

477 CA 1200 1200 1200 1200 1200 1200 RGE 300 1.121

6 CAA 88 88 88 88 88 88 FECOERGS 400 1.462

4 CAA 240 240 240 280 295 295 FECOERGS 600 2.133

2 CAA 380 380 380 400 420 420 FECOERGS1/0 CAA 600 600 600 580 610 610 FECOERGS2/0 CAA 750 750 750 730 760 760 FECOERGS3/0 CAA 1200 1200 1200 1100 1100 1100 FECOERGS4/0 CAA 1200 1200 1200 1100 1100 1100 FECOERGS

336,4 CAA 1900 1900 1900 1900 1900 1900 FECOERGS

CAZ 3,09 430 430 430 430 430 430 CEEE

CAZ 4,17 670 670 670 670 670 670 CEEE8 CC 80 80 90 90 90 90 CEEE6 CC 115 115 136 136 136 136 CEEE4 CC 160 160 214 214 214 214 CEEE2 CC 235 235 330 330 330 330 CEEE

1/0 CC 340 340 540 540 540 540 CEEE2/0 CC 405 405 640 640 640 640 CEEE3/0 CC 490 490 640 640 640 640 CEEE4/0 CC 595 595 969 969 969 969 CEEE

1#1x35 (50) mm² 280 280 280 280 280 280

FECOERGS

1#1X50 (50) mm² 280 280 280 280 280 2801#1x70 (50) mm² 280 280 280 280 280 280

1#1x120 (70) mm² 400 400 400 400 400 4002#1x35 (50) mm² 280 280 280 280 280 2802#1X50 (50) mm² 280 280 280 280 280 2802#1x70 (50) mm² 280 280 280 280 280 280

3#1x120 (70) mm² 400 400 400 400 400 4003#1x35 (50) mm² 280 280 280 280 280 2803#1X50 (50) mm² 280 280 280 280 280 2803#1x70 (50) mm² 280 280 280 280 280 280

3#1x120 (70) mm² 400 400 400 400 400 40035 - 15 kV 190 190 190 190 190 19050 - 15 kV 270 270 270 270 270 27095 - 15 kV 390 390 390 390 390 390

Menu

Page 4: Anexo 5 Calculo de Esforco Mecanico

150 - 15 kV 450 450 450 450 450 450

FECOERGS

185 - 15 kV 820 820 820 820 820 82050 - 25 kV 445 445 445 445 445 44595 - 25 kV 585 585 585 585 585 585

150 - 25 kV 150 150 150 150 150 150

Page 5: Anexo 5 Calculo de Esforco Mecanico

15 20 25

Telefonia estai de âncora

posição no poste tração a : 1.50 ângulo : 45

0.0 0 calçada travessia CRT GVT

0.2 0.20 4.70 5.20 385 393 6.35 2150 ea1 1433 10140.2 0.20 4.70 5.20 385 393 7.94 3620 ea2 2413 17060.2 0.20 4.70 5.20 385 405 9.53 4900 ea3 3267 23100.4 0.30 4.80 5.30 379 405

0.4 0.30 4.80 5.30 379 421

0.6 0.35 4.85 5.35 397 440

0.6 0.35 4.85 5.35 397 440

0.8 0.40 4.90 5.40 417 501 estai de poste a poste (EPP)1.2 0.50 5.00 5.50 460 545 a : 1.50 ângulo : 10

1.4 0.55 5.05 5.55 482 787 Carga admissível no topo

2.0 0.70 5.20 5.70 546 850 6.35 2150 epp1 1433 14127.94 3620 epp2 2413 23779.53 4900 epp3 3267 3217

estai de cruzeta a poste (ECP)em Y e Va : 1.50 ângulo : 10

Carga admissível no topo

6.35 2150 ecpy1 1433 14127.94 3620 ecpy2 2413 23779.53 4900 ecpy3 3267 32176.35 2150 ecpv1 1433 28607.94 3620 ecpv2 2413 48209.53 4900 ecpv3 3267 6320

peso-tabela

flecha-40º

mm2

CargaNominal

Carga deTrabalho

Carga Admiss´velno Topo

a : coeficiente de segurança

mm2Carga

NominalCarga deTrabalho

a : coeficiente de segurança

mm2

CargaNominal

Carga deTrabalho

a : coeficiente de segurança

Page 6: Anexo 5 Calculo de Esforco Mecanico

estai de âncora

ea2+ea2 2913 <--------'=2*Z11*COS(30*3,1416/180)ea3+ea3 3943 =2*Z12*COS(30*3,1416/180)

Carga admissível no topo

Carga admissível no topo

Carga Admiss´velno Topo

Page 7: Anexo 5 Calculo de Esforco Mecanico

### 2 3 4 5### 7 8 9 10 11 12 13######

CARACTERÍSTICA DOS POSTES CARACTERÍSTICA DOS POSTES

Peso base Peso base (dimensão)

CONCRETO TRONCO CÕNICO CONCRETO DUPLO T Face A Face B (face A) (face B)

9

200 670 0.33

9

200 470 0.26 0.2 0.625 0.33

400 740 0.35 300 750 0.39 0.29 0.787 0.49

600 910 0.37 400 750 0.39 0.3 0.787 0.49

1000 1100 0.41 600 750 0.39 0.29 0.787 0.49

10

200 790 0.35

400 860 0.37

10

200 600 0.28 0.21 0.663 0.36

600 1060 0.39

1000 1270 0.43 400 900 0.42 0.31 0.856 0.56

600 900 0.45 0.33 0.856 0.56

11

200 790 0.35

400 860 0.45

600 1060 0.39

11

200 720 0.30 0.22 0.663 0.36

1000 1270 0.43 300 1050 0.45 0.33 0.856 0.56

1500 1760 0.51 400 1050 0.45 0.34 0.856 0.56

600 1050 0.45 0.33 0.856 0.56

1000 1330 0.49 0.36 0.908 0.608

12

200 1040 0.39

400 1130 0.41

600 1370 0.43

1000 1640 0.47

12

200 780 0.31 0.23 0.663 0.36

1500 1980 0.53 300 1210 0.48 0.35 0.89 0.59

400 1210 0.48 0.35 0.89 0.59

600 1210 0.48 0.35 0.89 0.59

1000 1520 0.518 0.38 0.942 0.642

13

200 1170 0.41 1500 2100 0.602 0.44 1.045 0.746400 1280 0.43

600 1540 0.45

1000 1840 0.49

1500 2210 0.55

13

300 1400 0.50 0.37 0.925 0.63

600 1400 0.50 0.37 0.925 0.63

Comprimento Carga

Nominal

Comprimento Carga

Nominaldiagonal (para o cálculo

da Base concretada

Menu

J9
Eleandro: Face A refere-se a face concava do poste DT
K9
Eleandro: Face A refere-se a face lisa do poste DT
Page 8: Anexo 5 Calculo de Esforco Mecanico

13

Page 9: Anexo 5 Calculo de Esforco Mecanico

### 18 19###### 22 23 24 25 26############ 31

ESCORA DE SUBSOLO Compres. do terreno

comprimento - c 1.00 MADEIRA Banhado

diâmetro (altura)- a 0.20 Compri Carga peso base Topo Arenoso

profundidade - b 0.50 9 295 210 0.22 0.15 Rochoso

10 255 230 0.23 0.15 Solo A

11 300 300 0.24 0.15 Solo B

CORDOALHA DO ESTAI12 265 325 0.24 0.15

13 230 370 0.25 0.15

f (mm2) Carga Ruptura

6.35 2150

7.94 3620 Ângulo Montagem

9.53 4900 TERRENO

Coef. segurança 1.50 Coeficiente

Page 10: Anexo 5 Calculo de Esforco Mecanico

32

Compres. do terreno BASE CONCRETADA DT BASE CONCRETADA CC Condutor

1000 altura do 9 m 0.60 altura do 9 m 0.60 8 CAA

2000 concreto-g 10 m 0.65 concreto-g 10 m 0.65 6 CAA

3000 11 m 0.70 11 m 0.70 4 CAA

1600 12 m 0.75 12 m 0.75 2 CAA

1400 13 m 0.80 13 m 0.80 1/0 CAA

diâmetro da 200 0.66 diâmetro da 200 0.60 2/0 CAA

vala - f 300 0.90 vala - f 400 0.70 3/0 CAA

400 0.90 600 0.90 4/0 CAA

600 0.90 1000 1.30 336,4 CAA

1000 1.10 1500 1.60 1X35(35) CAA

45 1500 2000 1X50(50) CAA

2000 1.95 2500 2X35(35) CAA

2000 2500 3000 2X50(50) CAA

3000 2X70(70) CAA

3X35(35) CAA

Constante 1.00 3X50(50) CAA

3X70(70) CAA

8 CA

6 CA

4 CA

2 CA

1/0 CA

2/0 CA

3/0 CA

4/0 CA

336,4 CA

1X35(35) CA

1X50(50) CA

2X35(35) CA

2X50(50) CA

2X70(70) CA

3X35(35) CA

3X50(50) CA

3X70(70) CA

CAZACO1/4

ACO5/16ACO3/8

1X10(10)CA1X16(16)CA

8 CC

6 CC

4 CC

2 CC

1/0 CC

Page 11: Anexo 5 Calculo de Esforco Mecanico

2/0 CC

3/0 CC

4/0 CC

AM FIO 4FITA AMAR

Page 12: Anexo 5 Calculo de Esforco Mecanico

Peso Kg / Km

53.7

85.4

135.9

216.1

272.6

343.6

433.3

784.5

58.4

92.7

147.5

185.9

234.4

295.6

470.1

100.8180.4305.1406.8

7911274.4

118.2

188

305

485

Page 13: Anexo 5 Calculo de Esforco Mecanico

611

771

972

57.1227.1

Page 14: Anexo 5 Calculo de Esforco Mecanico

CÁLCULO DO ENGASTAMENTODados do poste VALOR DA TRAÇÃO NO TOPO (daN)

Altura dan Tipo concatenar SIMPLES

9 200 CC 9 200 CC 262 353 380 5089 400 CC 9 400 CC 278 367 392 6029 600 CC 9 600 CC 294 380 405 8009 1000 CC 9 1000 CC 326 406 429 12419 CC 9 CC 9 CC 9 CC 9 CC 9 CC 9 CC 9 CC

10 200 CC 10 200 CC 293 376 400 53210 400 CC 10 400 CC 309 390 413 62910 600 CC 10 600 CC 326 404 426 83410 1000 CC 10 1000 CC 359 432 453 128510 CC 10 CC 10 CC 10 CC 10 CC 10 CC 10 CC 10 CC 11 200 CC 11 200 CC 318 400 423 57411 400 CC 11 400 CC 409 478 498 67811 600 CC 11 600 CC 355 431 453 89511 1000 CC 11 1000 CC 391 463 483 137011 1500 CC 11 1500 CC 464 525 543 179611 CC 11 CC 11 CC 11 CC 11 CC 11 CC 12 200 CC 12 200 CC 386 461 482 62312 400 CC 12 400 CC 405 478 498 73512 600 CC 12 600 CC 425 495 515 97012 1000 CC 12 1000 CC 465 530 548 147912 1500 CC 12 1500 CC 524 582 598 191712 CC 12 CC

CC CC CC CC

13 200 CC 13 200 CC 439 511 531 67313 400 CC 13 400 CC 461 530 549 793

Face do poste

ESCORASIMPLES

ESCORADUPLA

CONCRETAD

O

Page 15: Anexo 5 Calculo de Esforco Mecanico

13 600 CC 13 600 CC 482 549 568 104413 1000 CC 13 1000 CC 525 587 604 158513 1500 CC 13 1500 CC 589 644 659 204613 CC 13 CC 13 CC 13 CC 13 CC 13 CC 9 295 MD 9 MD 175 281 302 0

10 255 MD 10 MD 192 291 311 011 300 MD 11 MD 218 314 333 012 265 MD 12 MD 237 331 350 013 230 MD 13 MD 268 359 378 0

Face 'A' 9 200 DT 9 200 DT Face 'A' 210 310 339 526Face 'A' 9 300 DT 9 300 DT Face 'A' 311 394 418 684Face 'A' 9 400 DT 9 400 DT Face 'A' 311 394 418 684Face 'A' 9 600 DT 9 600 DT Face 'A' 311 394 418 684Face 'A' 9 DT 9 DT Face 'A'Face 'A' 9 DT 9 DT Face 'A'Face 'A' 9 DT 9 DT Face 'A'Face 'A' 9 DT 9 DT Face 'A'Face 'A' 9 DT 9 DT Face 'A'Face 'A' 10 200 DT 10 200 DT Face 'A' 234 326 353 587Face 'A' 10 DT 10 DT Face 'A'Face 'A' 10 400 DT 10 400 DT Face 'A' 351 425 447 784Face 'A' 10 600 DT 10 600 DT Face 'A' 376 447 467 784Face 'A' 10 DT 10 DT Face 'A'Face 'A' 10 DT 10 DT Face 'A'Face 'A' 10 DT 10 DT Face 'A'Face 'A' 10 DT 10 DT Face 'A'Face 'A' 10 DT 10 DT Face 'A'Face 'A' 11 200 DT 11 200 DT Face 'A' 269 358 383 637Face 'A' 11 300 DT 11 300 DT Face 'A' 408 477 496 847Face 'A' 11 400 DT 11 400 DT Face 'A' 408 477 496 847Face 'A' 11 600 DT 11 600 DT Face 'A' 408 477 496 847Face 'A' 11 1000 DT 11 1000 DT Face 'A' 446 510 528 912Face 'A' 11 DT 11 DT Face 'A'Face 'A' 11 DT 11 DT Face 'A'Face 'A' 11 DT 11 DT Face 'A'Face 'A' 11 DT 11 DT Face 'A'Face 'A' 12 200 DT 12 200 DT Face 'A' 306 392 415 688Face 'A' 12 300 DT 12 300 DT Face 'A' 471 535 553 954Face 'A' 12 400 DT 12 400 DT Face 'A' 471 535 553 954Face 'A' 12 600 DT 12 600 DT Face 'A' 471 535 553 954Face 'A' 12 1000 DT 12 1000 DT Face 'A' 512 571 588 1023Face 'A' 12 1500 DT 12 1500 DT Face 'A' 595 644 658 1166Face 'A' 12 DT 12 DT Face 'A'Face 'A' 12 DT 12 DT Face 'A'Face 'A' 12 DT 12 DT Face 'A'Face 'A' 13 300 DT 13 300 DT Face 'A' 540 600 617 1072Face 'A' 13 DT 13 DT Face 'A'Face 'A' 13 600 DT 13 600 DT Face 'A' 540 600 617 1072Face 'A' 13 DT 13 DT Face 'A'Face 'A' 13 DT 13 DT Face 'A'

Page 16: Anexo 5 Calculo de Esforco Mecanico

Face 'A' 13 DT 13 DT Face 'A'Face 'A' 13 DT 13 DT Face 'A'Face 'A' 13 DT 13 DT Face 'A'Face 'B' 9 200 DT 9 200 DT Face 'B' 159 268 299 518Face 'B' 9 300 DT 9 300 DT Face 'B' 230 327 355 666Face 'B' 9 400 DT 9 400 DT Face 'B' 238 334 361 666Face 'B' 9 600 DT 9 600 DT Face 'B' 230 327 355 666Face 'B' 9 DT 9 DT Face 'B'Face 'B' 9 DT 9 DT Face 'B'Face 'B' 9 DT 9 DT Face 'B'Face 'B' 9 DT 9 DT Face 'B'Face 'B' 9 DT 9 DT Face 'B'Face 'B' 10 200 DT 10 200 DT Face 'B' 176 277 306 575Face 'B' 10 DT 10 DT Face 'B'Face 'B' 10 400 DT 10 400 DT Face 'B' 259 347 373 765Face 'B' 10 600 DT 10 600 DT Face 'B' 276 362 386 765Face 'B' 10 DT 10 DT Face 'B'Face 'B' 10 DT 10 DT Face 'B'Face 'B' 10 DT 10 DT Face 'B'Face 'B' 10 DT 10 DT Face 'B'Face 'B' 10 DT 10 DT Face 'B'Face 'B' 11 200 DT 11 200 DT Face 'B' 200 298 326 626Face 'B' 11 300 DT 11 300 DT Face 'B' 300 384 408 824Face 'B' 11 400 DT 11 400 DT Face 'B' 309 392 416 824Face 'B' 11 600 DT 11 600 DT Face 'B' 300 384 408 824Face 'B' 11 1000 DT 11 1000 DT Face 'B' 328 408 431 882Face 'B' 11 DT 11 DT Face 'B'Face 'B' 11 DT 11 DT Face 'B'Face 'B' 11 DT 11 DT Face 'B'Face 'B' 11 DT 11 DT Face 'B'Face 'B' 12 200 DT 12 200 DT Face 'B' 227 322 349 674Face 'B' 12 300 DT 12 300 DT Face 'B' 346 426 449 929Face 'B' 12 400 DT 12 400 DT Face 'B' 346 426 449 929Face 'B' 12 600 DT 12 600 DT Face 'B' 346 426 449 929Face 'B' 12 1000 DT 12 1000 DT Face 'B' 376 452 474 990Face 'B' 12 1500 DT 12 1500 DT Face 'B' 435 504 523 1117Face 'B' 12 DT 12 DT Face 'B'Face 'B' 12 DT 12 DT Face 'B'Face 'B' 12 DT 12 DT Face 'B'Face 'B' 13 300 DT 13 300 DT Face 'B' 397 473 494 1042Face 'B' 13 DT 13 DT Face 'B'Face 'B' 13 600 DT 13 600 DT Face 'B' 397 473 494 1042Face 'B' 13 DT 13 DT Face 'B'Face 'B' 13 DT 13 DT Face 'B'Face 'B' 13 DT 13 DT Face 'B'Face 'B' 13 DT 13 DT Face 'B'Face 'B' 13 DT 13 DT Face 'B'

B105
Gera valores para Tração Máxima. Pode entrar com qualquer dado (comprimento, altura, base, etc). Os valores não preenchidos na origem são calculados como tabelados.
Page 17: Anexo 5 Calculo de Esforco Mecanico

PosteT

IPO

DE

ES

TA

I A

US

AR

9 10ea1 ea1

#VALUE! #VALUE!epp1 epp1ecpy1 ecpy1ecpv1 ecpv1

CÁLCULO DO ENGASTAMENTO 9 1000 CC BC 10 1000 CC BCVALOR DA TRAÇÃO NO TOPO (daN)

Estai sugerido

BC

BC

BCBC

BCESD

Page 18: Anexo 5 Calculo de Esforco Mecanico

ESSESS

Page 19: Anexo 5 Calculo de Esforco Mecanico

BC

BCBC

Page 20: Anexo 5 Calculo de Esforco Mecanico

15

Poste11 12 13

ea1 ea1 ea1#VALUE! #VALUE! #VALUE!

epp1 epp1 epp1ecpy1 ecpy1 ecpy1ecpv1 ecpv1 ecpv1

11 1000 CC BC 12 1000 CC BC 13 1000 CC ESS11 1500 CC BC 12 1500 CC ESD 13 1500 CC ESS

11 1000 DT Face 'B' BC 12 1000 DT Face 'B' BC12 1500 DT Face 'B' BC

Page 21: Anexo 5 Calculo de Esforco Mecanico

20 25

Esforço = 528 kgfEsforço (MD): Topo 100%Esforço (DT): Topo 60% SIMPLES 30%Esforço (CC): Topo 60% ESS 90%

Face 'A" 50% ESD 90%BC 90%

Poste Tipo de estaiCabo Estai Esforço ev1 ev2 ev36.35 ea1 1,014 9 #VALUE! #VALUE! #VALUE!7.94 ea2 1,706 10 #VALUE! #VALUE! #VALUE!9.53 ea3 2,310 11 #VALUE! #VALUE! #VALUE!

7.94 ea2+ea2 2,913 12 #VALUE! #VALUE! #VALUE!9.53 ea3+ea3 3,943 13 #VALUE! #VALUE! #VALUE!6.35 epp1 14127.94 epp2 23779.53 epp3 32176.35 ecpy1 14127.94 ecpy2 23779.53 ecpy3 32176.35 ecpv1 28607.94 ecpv2 48209.53 ecpv3 6320

Valores de segurança para os estais

Page 22: Anexo 5 Calculo de Esforco Mecanico

Valores para o cálculo dos estais

Tamanho do braço do estai EV 2,5Terreno utilizado 2000

Page 23: Anexo 5 Calculo de Esforco Mecanico

CÁLCULO DO ENGASTAMENTOPoste de concreto Tronco Cônico DADOS DO POSTE dados escora

Comprimento carga peso t h* b m n

9200 9 200 670 1.5 7.00 0.33 1.00 0.209400 9 400 740 1.5 7.00 0.35 1.00 0.209600 9 600 910 1.5 7.00 0.37 1.00 0.20

91000 9 1000 1100 1.5 7.00 0.41 1.00 0.209 99 99 99 99 9 200 670 1.6 7.00 0.33 1.00 0.20

10200 10 200 790 1.6 8.20 0.35 1.00 0.2010400 10 400 860 1.6 8.20 0.37 1.00 0.2010600 10 600 1060 1.6 8.20 0.39 1.00 0.20

101000 10 1000 1270 1.6 8.20 0.43 1.00 0.2010 1010 1010 1010 1010 10 0 #N/A 1.6 8.20 #N/A 1.00 0.20

11200 11 200 790 1.7 9.10 0.35 1.00 0.2011400 11 400 860 1.7 9.10 0.45 1.00 0.2011600 11 600 1060 1.7 9.10 0.39 1.00 0.20

111000 11 1000 1270 1.7 9.10 0.43 1.00 0.20111500 11 1500 1760 1.7 9.10 0.51 1.00 0.20

11 1111 1111 1111 11 0 #N/A 1.6 9.10 #N/A 1.00 0.20

12200 12 200 1040 1.8 10.00 0.39 1.00 0.2012400 12 400 1130 1.8 10.00 0.41 1.00 0.2012600 12 600 1370 1.8 10.00 0.43 1.00 0.20

121000 12 1000 1640 1.8 10.00 0.47 1.00 0.20121500 12 1500 1980 1.8 10.00 0.53 1.00 0.20

12 12

12 12 0 #N/A 1.6 10.00 #N/A 1.00 0.2013200 13 200 1170 1.9 10.90 0.41 1.00 0.2013400 13 400 1280 1.9 10.90 0.43 1.00 0.2013600 13 600 1540 1.9 10.90 0.45 1.00 0.20

131000 13 1000 1840 1.9 10.90 0.49 1.00 0.20131500 13 1500 2210 1.9 10.90 0.55 1.00 0.20

13 1313 1313 1313 13 0 #N/A 1.6 10.90 #N/A 1.00 0.20

* calculado a 0,20 m do topo do poste - para poste de 9 metros a 0,50 (0,20+0,30)Poste de Madeira

comprimento carga peso t h b m n

A4
engastamento
E5
engastamento
F5
altura do esforço ao solo
G5
diâmetro da base
H5
comprimento
I5
atura
G10
Face menor
A14
Eleandro: Valor aceito para qualquer tipo de situação
G19
Face menor
A23
Eleandro: Valor aceito para qualquer tipo de situação
A32
Eleandro: Valor aceito para qualquer tipo de situação
A41
Eleandro: Valor aceito para qualquer tipo de situação
A50
Eleandro: Valor aceito para qualquer tipo de situação
Page 24: Anexo 5 Calculo de Esforco Mecanico

9 295 210 1.5 7.00 0.22 1.00 0.2010 255 230 1.6 8.20 0.23 1.00 0.2011 300 300 1.7 9.10 0.24 1.00 0.2012 265 325 1.8 10.00 0.24 1.00 0.2013 230 370 1.9 10.90 0.25 1.00 0.20

terreno: Concretos Peso específico

2000 25000.0 2400 kg/m3

CÁLCULO DO ESTAI VERTICALPoste de Concreto Braço: 2,5 m dados da escora

comprimento carga b m n9 200 670 1.5 7.0 0.33 1.00 0.209 600 910 1.5 7.0 0.37 1.00 0.209 1000 1100 1.5 7.0 0.41 1.00 0.20

10 200 790 1.6 8.2 0.35 1.00 0.2010 400 860 1.6 8.2 0.37 1.00 0.2010 600 1060 1.6 8.2 0.39 1.00 0.20

10 1000 1270 1.6 8.2 0.43 1.00 0.2011 200 790 1.7 9.1 0.35 1.00 0.2011 400 860 1.7 9.1 0.45 1.00 0.2011 600 1060 1.7 9.1 0.39 1.00 0.20

11 1000 1270 1.7 9.1 0.43 1.00 0.2012 200 1040 1.8 10 0.39 1.00 0.2012 400 1130 1.8 10 0.41 1.00 0.2012 600 1370 1.8 10 0.43 1.00 0.20

12 1000 1640 1.8 10 0.47 1.00 0.2013 200 1170 1.9 10.9 0.41 1.00 0.2013 400 1280 1.9 10.9 0.43 1.00 0.2013 600 1540 1.9 10.9 0.45 1.00 0.20

13 1000 1840 1.9 10.9 0.49 1.00 0.20Poste de Madeiracomprimento carga peso t h * b m n

9 295 209 1.5 7.3 0.22 1.00 0.2010 255 232 1.6 8.2 0.23 1.00 0.2011 300 300 1.7 9.1 0.24 1.00 0.2012 265 327 1.8 10 0.24 1.00 0.2013 230 355 1.9 10.9 0.25 1.00 0.20

Poste de concreto Duplo T DADOS DO POSTE Face A dados escora

comprimento carga peso t h* b m n

9

9 200 470 1.5 7.00 0.26 1.00 0.209 300 750 1.5 7.00 0.39 1.00 0.209 400 750 1.5 7.00 0.39 1.00 0.209 600 750 1.5 7.00 0.39 1.00 0.2099999

C (kg/m3)

dadospeso

dot

posteh*

G97
Eleandro: Face A refere-se a face concava do poste DT
E98
engastamento
F98
altura do esforço ao solo
G98
dimensão da base
H98
comprimento
I98
atura da escora (diâmetro)
Page 25: Anexo 5 Calculo de Esforco Mecanico

10

10 200 600 1.6 8.2 0.28 1.00 0.201010 400 900 1.6 8.2 0.42 1.00 0.2010 600 900 1.6 8.2 0.45 1.00 0.201010101010

11

11 200 720 1.7 9.1 0.30 1.00 0.2011 300 1050 1.7 9.1 0.45 1.00 0.2011 400 1050 1.7 9.1 0.45 1.00 0.2011 600 1050 1.7 9.1 0.45 1.00 0.2011 1000 1330 1.7 9.1 0.49 1.00 0.2011111111

12

12 200 780 1.8 10.0 0.31 1.00 0.2012 300 1210 1.8 10.0 0.48 1.00 0.2012 400 1210 1.8 10.0 0.48 1.00 0.2012 600 1210 1.8 10.0 0.48 1.00 0.2012 1000 1520 1.8 10.0 0.52 1.00 0.2012 1500 2100 1.8 10.0 0.60 1.00 0.20121212

13

13 300 1400 1.9 10.9 0.50 1.00 0.201313 600 1400 1.9 10.9 0.50 1.00 0.201313131313

Poste de concreto Duplo T DADOS DO POSTE Face B dados escora

comprimento carga peso t h* b m n

9

9 200 470 1.5 7.00 0.20 1.00 0.209 300 750 1.5 7.00 0.29 1.00 0.209 400 750 1.5 7.00 0.30 1.00 0.209 600 750 1.5 7.00 0.29 1.00 0.2099999

9 9 0 #N/A 1.9 7.00 #N/A 1.00 0.20

10

10 200 600 1.6 8.2 0.21 1.00 0.201010 400 900 1.6 8.2 0.31 1.00 0.2010 600 900 1.6 8.2 0.33 1.00 0.20

G146
Eleandro: Face A refere-se a face lisa do poste DT
E147
engastamento
F147
altura do esforço ao solo
G147
dimensão da base
H147
comprimento
I147
atura
A157
Eleandro: Valor aceito para qualquer tipo de situação
Page 26: Anexo 5 Calculo de Esforco Mecanico

10 1010101010

10 10 0 #N/A 1.9 8.20 #N/A 1.00 0.20

11

11 200 720 1.7 9.1 0.22 1.00 0.2011 300 1050 1.7 9.1 0.33 1.00 0.2011 400 1050 1.7 9.1 0.34 1.00 0.2011 600 1050 1.7 9.1 0.33 1.00 0.2011 1000 1330 1.7 9.1 0.36 1.00 0.2011111111

11 11 400 1050 1.9 9.10 0.34 1.00 0.20

12

12 200 780 1.8 10.0 0.23 1.00 0.2012 300 1210 1.8 10.0 0.35 1.00 0.2012 400 1210 1.8 10.0 0.35 1.00 0.2012 600 1210 1.8 10.0 0.35 1.00 0.2012 1000 1520 1.8 10.0 0.38 1.00 0.2012 1500 2100 1.8 10.0 0.44 1.00 0.20121212

12 12 0 #N/A 1.9 10.00 #N/A 1.00 0.20

13

13 300 1400 1.9 10.9 0.37 1.00 0.201313 600 1400 1.9 10.9 0.37 1.00 0.201313131313

13 13 0 #N/A 1.9 10.90 #N/A 1.00 0.201 2 3 4 5 6 7 8 9

G163
Face menor
A167
Eleandro: Valor aceito para qualquer tipo de situação
A177
Eleandro: Valor aceito para qualquer tipo de situação
A187
Eleandro: Valor aceito para qualquer tipo de situação
A196
Eleandro: Valor aceito para qualquer tipo de situação
Page 27: Anexo 5 Calculo de Esforco Mecanico

CÁLCULO DO ENGASTAMENTOdados escora dados da base concretada VALOR DA TRAÇÃO NO TOPO (daN)

c d P q K SIMPLES CONCRETADO

0.50 0.60 1077 0.60 1.00 262 353 380 5080.50 0.70 1294 0.60 1.00 278 367 392 6020.50 0.90 1826 0.60 1.00 294 380 405 8000.50 1.30 3011 0.60 1.00 326 406 429 1241

1.60 0.600.600.600.60

0.50 0.60 1077 0.60 1.00 290 386 413 5590.50 0.60 1231 0.65 1.00 293 376 400 5320.50 0.70 1460 0.65 1.00 309 390 413 6290.50 0.90 2052 0.65 1.00 326 404 426 8340.50 1.30 3341 0.65 1.00 359 432 453 1285

1.60 0.650.650.650.65

0.50 #N/A #N/A 0.65 1.00 #N/A #N/A #N/A #N/A0.50 0.60 1265 0.70 1.00 318 400 423 5740.50 0.70 1507 0.70 1.00 409 478 498 6780.50 0.90 2129 0.70 1.00 355 431 453 8950.50 1.30 3500 0.70 1.00 391 463 483 13700.50 1.60 5138 0.70 1.00 464 525 543 1796

0.700.700.70

0.50 #N/A #N/A 0.70 1.00 #N/A #N/A #N/A #N/A0.50 0.60 1549 0.75 1.00 386 461 482 6230.50 0.70 1823 0.75 1.00 405 478 498 7350.50 0.90 2515 0.75 1.00 425 495 515 9700.50 1.30 4029 0.75 1.00 465 530 548 14790.50 1.60 5599 0.75 1.00 524 582 598 1917

0.750.750.75

0.50 #N/A #N/A 0.75 1.00 #N/A #N/A #N/A #N/A0.50 0.60 1713 0.80 1.00 439 511 531 6730.50 0.70 2019 0.80 1.00 461 530 549 7930.50 0.90 2761 0.80 1.00 482 549 568 10440.50 1.30 4388 0.80 1.00 525 587 604 15850.50 1.60 6070 0.80 1.00 589 644 659 2046

0.800.800.80

0.50 #N/A #N/A 0.80 1.00 #N/A #N/A #N/A #N/A

* calculado a 0,20 m do topo do poste - para poste de 9 metros a 0,50 (0,20+0,30)

p SIMPLES ESCORA SIMPLESESCORA DUPLA

ESCORASIMPLES

ESCORADUPLA

J5
profundidade
K5
diâmetro
L5
peso do poste +peso da base cimento = 2400 kg:m3
M5
altura do concreto Os valores foram editados de forma que toda a base seja concretada, deixando 0,30 na superfície
O5
Fórmula : F = (C.b.t)3 / ( h + t)
R5
Base Maciça
Page 28: Anexo 5 Calculo de Esforco Mecanico

0.50 175 281 3020.50 192 291 3110.50 218 314 3330.50 237 331 3500.50 268 359 378

CÁLCULO DO ESTAI VERTICALdados da escora dados da base concretada FORÇA MÁXIMA NO TOPO NO TOPO FUNÇÃO DO TERRENO

p d P q K SIMPLES ESCORA SIMPLESESCORA DUPLACONCRETADO

0.50 0.60 1077 0.60 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.90 1826 0.60 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 1.30 3011 0.60 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.60 1231 0.65 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.70 1460 0.65 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.90 2052 0.65 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 1.30 3341 0.65 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.60 1265 0.70 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.70 1507 0.70 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.90 2129 0.70 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 1.30 3500 0.70 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.60 1549 0.75 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.70 1823 0.75 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.90 2515 0.75 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 1.30 4029 0.75 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.60 1713 0.80 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.70 2019 0.80 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 0.90 2761 0.80 1.00 #VALUE! #VALUE! #VALUE! #VALUE!0.50 1.30 4388 0.80 1.00 #VALUE! #VALUE! #VALUE! #VALUE!

p SIMPLES ESCORA SIMPLESESCORA DUPLA

0.50 #VALUE! #VALUE! #VALUE!0.50 #VALUE! #VALUE! #VALUE!0.50 #VALUE! #VALUE! #VALUE!0.50 #VALUE! #VALUE! #VALUE!0.50 #VALUE! #VALUE! #VALUE!

dados escora dados da base concretada VALOR DA TRAÇÃO NO TOPO (daN)

c d P q K SIMPLES CONCRETADO

0.50 0.63 912 0.60 1.00 210 310 339 5260.50 0.79 1450 0.60 1.00 311 394 418 6840.50 0.79 1450 0.60 1.00 311 394 418 6840.50 0.79 1450 0.60 1.00 311 394 418 684

ESCORASIMPLES

ESCORADUPLA

J98
profundidade
K98
diagonal da base
L98
peso do poste +peso da base cimento = 2400 kg:m3
M98
altura do concreto Os valores foram editados de forma que toda a base seja concretada, deixando 0,30 na superfície
O98
Fórmula : F = (C.b.t)3 / ( h + t)
R98
Base Maciça
Page 29: Anexo 5 Calculo de Esforco Mecanico

0.50 0.66 1139 0.65 1.00 234 326 353 587

0.50 0.86 1798 0.65 1.00 351 425 447 7840.50 0.86 1798 0.65 1.00 376 447 467 784

0.50 0.66 1300 0.70 1.00 269 358 383 6370.50 0.86 2017 0.70 1.00 408 477 496 8470.50 0.86 2017 0.70 1.00 408 477 496 8470.50 0.86 2017 0.70 1.00 408 477 496 8470.50 0.91 2418 0.70 1.00 446 510 528 912

0.50 0.66 1401 0.75 1.00 306 392 415 6880.50 0.89 2330 0.75 1.00 471 535 553 9540.50 0.89 2330 0.75 1.00 471 535 553 9540.50 0.89 2330 0.75 1.00 471 535 553 9540.50 0.94 2774 0.75 1.00 512 571 588 10230.50 1.05 3644 0.75 1.00 595 644 658 1166

0.50 0.93 2690 0.80 1.00 540 600 617 1072

0.50 0.93 2690 0.80 1.00 540 600 617 1072

dados escora dados da base concretada VALOR DA TRAÇÃO NO TOPO (daN)

c d P q K SIMPLES CONCRETADO

0.50 0.33 792 0.60 1.00 159 268 299 5180.50 0.49 1182 0.60 1.00 230 327 355 6660.50 0.49 1182 0.60 1.00 238 334 361 6660.50 0.49 1182 0.60 1.00 230 327 355 666

0.50 #N/A #N/A 0.60 1.00 #N/A #N/A #N/A #N/A0.50 0.36 975 0.65 1.00 176 277 306 575

0.50 0.56 1422 0.65 1.00 259 347 373 7650.50 0.56 1422 0.65 1.00 276 362 386 765

ESCORASIMPLES

ESCORADUPLA

J147
profundidade
K147
diâmetro da vala
L147
peso do poste +peso da base cimento = 2400 kg:m3
M147
altura do concreto Os valores foram editados de forma que toda a base seja concretada, deixando 0,30 na superfície
O147
Fórmula : F = (C.b.t)3 / ( h + t)
R147
Base Maciça
Page 30: Anexo 5 Calculo de Esforco Mecanico

0.50 #N/A #N/A 0.60 1.00 #N/A #N/A #N/A #N/A0.50 0.36 1126 0.70 1.00 200 298 326 6260.50 0.56 1609 0.70 1.00 300 384 408 8240.50 0.56 1609 0.70 1.00 309 392 416 8240.50 0.56 1609 0.70 1.00 300 384 408 8240.50 0.61 1930 0.70 1.00 328 408 431 882

0.50 0.56 1429 0.65 1.00 437 533 559 7430.50 0.36 1213 0.75 1.00 227 322 349 6740.50 0.59 1839 0.75 1.00 346 426 449 9290.50 0.59 1839 0.75 1.00 346 426 449 9290.50 0.59 1839 0.75 1.00 346 426 449 9290.50 0.64 2192 0.75 1.00 376 452 474 9900.50 0.75 2860 0.75 1.00 435 504 523 1117

0.50 #N/A #N/A 0.75 1.00 #N/A #N/A #N/A #N/A0.50 0.63 2101 0.80 1.00 397 473 494 1042

0.50 0.63 2101 0.80 1.00 397 473 494 1042

0.50 #N/A #N/A 0.80 1.00 #N/A #N/A #N/A #N/A10 11 12 13 14 15 16 17 18

Page 31: Anexo 5 Calculo de Esforco Mecanico

20CÁLCULO DO ENGASTAMENTO

Poste

9

10

11

12

13

* calculado a 0,20 m do topo do poste - para poste de 9 metros a 0,50 (0,20+0,30)

Page 32: Anexo 5 Calculo de Esforco Mecanico

ESFORÇOS NO CABO DO ESTAI - V e Rdados ESFORÇOS NO CABO DO ESTAI - V e R

H h' k

7.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!8.85 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!8.85 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!8.85 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!8.85 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!9.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!9.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!9.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!9.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

10.65 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!10.65 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!10.65 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!10.65 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

7.00 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!7.95 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!8.85 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!9.75 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

10.65 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

9

SIMPLES

R V ESCORA SIMPLES

R V ESCORA DUPLA

R V

Page 33: Anexo 5 Calculo de Esforco Mecanico

10

11

12

13

9

10

Page 34: Anexo 5 Calculo de Esforco Mecanico

10

11

12

13

19 20 21 22 23 24 25 26 27

Page 35: Anexo 5 Calculo de Esforco Mecanico

30

Page 36: Anexo 5 Calculo de Esforco Mecanico

ESFORÇO MÁXIMO FUNÇÃO DO CABO DO ESTAI

ESFORÇOS NO CABO DO ESTAI - V e RESFORÇO NO BRAÇO DO ESTAI - U

COEFICIENTE DE SEGURANÇA DO CABO :

ESFORÇOS NO CABO DO ESTAI - V e R R

SIMPLES ESCORA SIMPLESESCORA DUPLA CONCRETADO 1433 2413 3267#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

CONCRETAD0

R V

Page 37: Anexo 5 Calculo de Esforco Mecanico
Page 38: Anexo 5 Calculo de Esforco Mecanico

28 29 30 31 32 33 34 35 36

Page 39: Anexo 5 Calculo de Esforco Mecanico

ESFORÇO MÁXIMO FUNÇÃO DO CABO DO ESTAI ESFORÇO MÁXIMO FUNÇÃO DO BRAÇO

COEFICIENTE DE SEGURANÇA DO CABO : 1.50 2,5

V U

1433 2413 3267 -1000 -1000 -1000 ev 1 ev 2 ev 3#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

VALOR MÁXIMO DE F(o menor entre R. V. U)

Page 40: Anexo 5 Calculo de Esforco Mecanico

37 38 39 40

Page 41: Anexo 5 Calculo de Esforco Mecanico

Poste de Concreto Tronco Cônicocomprimento - L

carga nominal

peso

engastamento - e

Escora : comprimento - c

altura (diâmetro) - a

profundidade - b

Base Concretada : diâmetro da vala - f

Trações Máximas - daN

Poste de Concreto Duplo Tcomprimento - l

carga nominal

peso

engastamento - e

Escora : comprimento - c

altura (diâmetro) - a

F da base

Distância do Esforço F ao solo : d

ENGASTAMENTO .....................................................

ESCORA SIMPLES .....................................................

BASE CONCRETADA ..................................................

F da base

Page 42: Anexo 5 Calculo de Esforco Mecanico

profundidade - b

Base Concretada : diâmetro da vala - f

Trações Máximas - daN

Distância do Esforço F ao solo : d

ENGASTAMENTO .....................................................

ESCORA SIMPLES .....................................................

BASE CONCRETADA ..................................................

Page 43: Anexo 5 Calculo de Esforco Mecanico

Cálculo de Tração Máxima

9 m

200 daN

kg

m

1.55 m

m

m

m

m

Trações Máximas - daN

290.00 <----- 290385.51

559.02

Cálculo de Tração Máxima

11 m

400 daN

kg

m

1.92 m

m

m

Cálcular engastamento

F4
Preechimento obrigatório Valores Padrão : 9 -10 - 11 - 12 - 13 Para outros valores, os campos carga nominal (poste de concreto). peso, diâmetro da base e diâmetro da vala devem ser, obrigatoriamente preenchidos.
F5
Carga Nominal do Poste. Preenchimento obrigatório para poste de concreto. Padrão: poste carga nominal 9 - 200 / 400 / 600 / 1000 10 - 200 / 400 / 600 / 1000 l l - 200 / 400 / 600 / 1000 / 1500 12 - 200 / 400 / 600 / 1000 / 1500 13 - 200 / 400 / 600 / 1000 / 1500 Para valores não padronizados, os campos peso, f da base e diâmetro da vala devem ser, obrigatoriamente preenchidos.
F6
Peso do poste Para postes padronizados deixar em branco
F7
Diâmetro da base do Poste. Para postes padrão deixar em branco
F8
Comprimento do engastamento do poste Deixar em branco para valor padronizado e = 0,6 + 0,1 L A soma do engastamento , da distância do esforço ao solo e do esforço ao topo (0,50 para 9 m e 0,20 para outros postes) tem que ser igual ao compromento do poste .
F10
Diâmetro da base do Poste. Para postes padrão deixar em branco
F11
Deixar em branco para valor padrão
F12
Deixar em branco para valor padrão
F14
Deixar em branco para valor padrão Se o poste não for padrão o preenhimento é obrigatório.
F17
Deixar em branco para padrão de montagem em postes de comprimento padronizado : Rede AT e Mista : 0,20 m do topo do poste BT : 0,50 m do topo do poste (poste de 9 m)
F21
Diâmetro da base do Poste. Para postes padrão deixar em branco
H21
teste: Aqui deve ser inserido o valor Da tração desejada, a meta será atingida variando o valor do Engastamento
F22
Diâmetro da base do Poste. Para postes padrão deixar em branco
F24
Diâmetro da base do Poste. Para postes padrão deixar em branco
F43
Preechimento obrigatório Valores Padrão : 9 - 11 - 12 - 13 Para outros valores, os campos carga nominal (poste de concreto). peso, diâmetro da base e diâmetro da vala devem ser, obrigatoriamente preenchidos.
F44
Carga Nominal do Poste. Preenchimento obrigatório para poste de concreto. Padrão: poste carga nominal 9 - 200 / 300 / 400 / 600 l l - 200 / 300 / 400 / 600 / 1000 12 - 300 / 400 / 600 / 1000 / 2000 13 - 300 / 600 Para valores não padronizados, os campos peso, f da base e diâmetro da vala devem ser, obrigatoriamente preenchidos.
F45
Peso do poste Para postes padronizados deixar em branco
F46
Diâmetro da base do Poste. Para postes padrão deixar em branco
F47
Comprimento do engastamento do poste Deixar em branco para valor padronizado e = 0,6 + 0,1 L A soma do engastamento , da distância do esforço ao solo e do esforço ao topo (0,50 para 9 m e 0,20 para outros postes) tem que ser igual ao compromento do poste .
F49
Deixar em branco para valor padrão
F50
Deixar em branco para valor padrão
Page 44: Anexo 5 Calculo de Esforco Mecanico

m

m

m

Trações Máximas - daN

437.499999293293 <----- 350533.300871069588

742.596976485685

Cálcular engastamento

F51
Deixar em branco para valor padrão
F53
Deixar em branco para valor padrão Se o poste não for padrão o preenhimento é obrigatório.
F56
Deixar em branco para padrão de montagem em postes de comprimento padronizado : Rede AT e Mista : 0,20 m do topo do poste BT : 0,50 m do topo do poste (poste de 9 m)
H60
teste: Aqui deve ser inserido o valor Da tração desejada, a meta será atingida variando o valor do Engastamento
Page 45: Anexo 5 Calculo de Esforco Mecanico

9 200

Cálculo de Tração Máxima10 300

11 400

12 600

13 1000

1500

2000

2500

3000

133000

Cálculo de Tração Máxima

Cálcular engastamento

Menu

Menu

Page 46: Anexo 5 Calculo de Esforco Mecanico

Cálcular engastamento

Page 47: Anexo 5 Calculo de Esforco Mecanico

FecoergsCÁLCULO DE ESFORÇOS E ESTAIS

Elaborado por: CREA Função:Data:

Projeto:

Estai Poste nº Esforço (Kgf) Ângulo Estai Esforço (Kgf) ÂnguloAltura poste

Vão básico

Poste nº

Altura poste

Vão básico

Page 48: Anexo 5 Calculo de Esforco Mecanico

CÁLCULO DE TRAÇÕES E FLEXAS DE MONTAGEM

Elaborado por: Eleandro Luis Marques da Silva CREA: 127488 - TDFunção: Eletrotécnico Data

Dados do condutor

Cabo Diâmetro Secção

4 CAA 0,00635 0,00002466 0,0854 7200000000 0,0000191 829

Vão de cálculo 80 Võa Crítico (m) 70,73Projeto nº Estrutura EM NIVEL

Tipo de rede RURAL Desnível de:(m)

Condição de Maior duração Pior condição VerãoTemperatura (º C) Tração máxima (%) Vão ficticio (a") em (m)

20 15 TrechoOBS:. A flexa f deve ser medida a uma distância (a'' / 2) de A, ou em alguns casos pode se medir f - h a uma distância (a - (a'' / 2 ) de B.

Hipótese Descrição TemperaturaPressão Tração de projeto Tração de montagem Flexa % T. RUP T. RUP (kgf)do vento % Máx. T rup. kgf % T. RUP (kgf) (m) c / vento c / vento

33 Temper. mínima -5 15,21 33,33 2,763,057 23,62 195,81 0,35 24,78 205,4334 - 0 60,84 33,33 2,763,057 21,77 180,45 0,38 32,67 270,8335 - 5 60,84 33,33 2,763,057 19,96 165,49 0,41 31,53 261,3836 - 10 60,84 33,33 2,763,057 18,22 151,06 0,45 30,44 252,3537 Vento máximo 15 60,84 33,33 2,763,057 16,56 137,29 0,50 29,40 243,7338 Maior duração 20 60,84 33,33 2,763,057 15,00 124,35 0,55 28,42 235,6039 - 25 60,84 33,33 2,763,057 13,56 112,40 0,61 27,48 227,8140 - 30 60,84 33,33 2,763,057 12,25 101,57 0,67 26,60 220,5141 - 35 60,84 33,33 2,763,057 11,09 91,97 0,74 25,77 213,6342 - 40 60,84 33,33 2,763,057 10,08 83,60 0,82 24,98 207,0843 - 45 60,84 33,33 2,763,057 9,22 76,40 0,89 24,23 200,8744 Flexa Máxima 50 60,84 33,33 2,763,057 8,47 70,25 0,97 23,53 195,06

Peso (kg / m)

Mod. Elasti. (kg / m)

Coef. Dilatação ( / º C)

T. de Ruptura (kgf)

Page 49: Anexo 5 Calculo de Esforco Mecanico

BITOLASDIÂMETRO SEÇÃO PESO

Mod. DA COEF.

ELAST. DE DILAT. RUPTURA

D (m) S (mm²) P (kg/m) E (kg/mm²) T (kgf)

Cabo inicial final4 CAA 0.00635 0.00002466 0.0854 7200000000 8,000 0.0000191 8292 CAA 0.00802 0.00003925 0.1359 7200000000 8,000 0.0000191 1263

1/0 CAA 0.01011 0.00006247 0.2163 7200000000 8,000 0.0000191 19492/0 CAA 0.01134 0.00006743 0.2721 7200000000 8,000 0.0000191 24253/0 CAA 0.01274 0.00009916 0.3434 7200000000 8,000 0.0000191 29454/0 CAA 0.01431 0.0001251 0.4322 7200000000 8,000 0.0000191 3714

336,4 CAA 0.01883 0.00021026 0.6883 7200000000 8,000 0.0000191 62764 CA 0.00588 0.00002114 0.0584 5600000000 6,180 0.00002304 3902 CA 0.00742 0.00003365 0.0923 5600000000 6,180 0.00002304 599

1/0 CA 0.00936 0.00005348 0.1467 5600000000 6,180 0.00002304 8812/0 CA 0.01134 0.00006743 0.2721 5600000000 8,000 0.00002304 24253/0 CA 0.0118 0.00008499 0.2332 5600000000 6,180 0.00002304 13444/0 CA 0.01325 0.00010725 0.2943 5600000000 6,180 0.00002304 1696

336,4 CA 0.0169 0.00017057 0.4703 5600000000 6,180 0.00002304 27226 CC 0.00411 0.0000133 0.118 9800000000 12000 0.000016 4594 CC 0.00519 0.00002115 0.188 9800000000 12000 0.000016 7152 CC 0.00742 0.00003363 0.305 9800000000 12000 0.000016 1074

1/0 CC 0.00936 0.00005346 0.485 9800000000 12000 0.000016 16842/0 CC 0.01051 0.00006744 0.611 9800000000 12000 0.000016 20943/0 CC 0.0118 0.00008502 0.771 9800000000 12000 0.000016 26404/0 CC 0.01325 0.0001072 0.972 9800000000 12000 0.000016 3280

CAZ 3,09 0.00309 0.0000075 0.059 20000000000 20000 0.0000115 1075CAZ 4,17 0.00487 0.00001193 0.096 18500000000 16000 0.0000115 167035 XLPE 0.00034 0.000035 0.065 6100000000 0.000023 1425

DADOS DO CONDUTORCABO - SEÇÃO 25 35 50 70 95DIÂMETRO DO CABO 31.09 34 36.85 40.5 45.05SEÇÃO DO SUPORTE 49.48 49.48 49.48 49.48 49.48MÓDULO DE ELATICIDADE 6000 6000000000 6000 600 6000COEF.DILATAÇÃO LINEAR 0.000023 0.0000023 0.000023 0.000023 0.000023CARGA DE RUPTURA (SUPORTE) 1425 1425 1425 1425 1995TRAÇÃO MÁX. ADMISSÍVEL 285 285 285 285 399PESO SEM CARGA 0.585 0.65 0.810 0.985 1.320PESO C/CARGA (15 C ,v=120 km/h) 1.66 1.82 2.01 2.25 2.61PESO C/CARGA (v=1/3) 0.78 0.86 1.02 1.19 1.52

TRAÇÃO DE

F (°C-¹ x 10-6

Menu

Page 50: Anexo 5 Calculo de Esforco Mecanico

10 15

equação dos dois estados

temperatura / velocidade deo vento

Urbano Rural ancorado ancoradotemp. urbanotemp .urbanovento rural

Urbano Rural verão inverno verão

40 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6040 40 18 18 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6050 50 20 20 33.33 33.33 15 0 6040 40 25 25 33.33 33.33 15 0 6040 40 25 25 33.33 33.33 15 0 6020 20 16 16 33.33 33.33 15 0 60

DADOS DO CONDUTOR120 150 185 mm249.5 51.00 mm

65.44 65.44 mm2600 6325 kg/mm2

0.000023 0.0000231995 1995 kg399 399 kg

1.660 1.702 kg/m2.98 3.07 kg/m1.85 1.90 kg

TRAÇÃO MÁXIMA

DE

TRAÇÃO MÁXIMA

DE TRUP. EDS

TRUP.EDS

TRAÇÃO MÁXIMA DE RUP.

TRAÇÃO MÁXIMA DE rup.

RUPT. Urbano

RUPT. Rural

continuo (%)

continuo (%)

ºC -1

Page 51: Anexo 5 Calculo de Esforco Mecanico

20 25

equação dos dois estados

temperatura / velocidade deo vento temperatura / velocidade deo vento

vento ruraltemp. urbanotemp .urbanovento rural vento rural Urbano Rural Urbano Rural

inverno verão inverno verão inverno

0 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 -5 130 65 20 200 15 5 130 65 15 150 15 5 130 65 15 150 15 -5 130 65 20 20

TEMP EDS

TEMP .EDS

VENTO EDS

VENTO .EDS

Page 52: Anexo 5 Calculo de Esforco Mecanico

Dados das NBRs 7270 e 7271.

Dados das NBRs 7270 e 7271.

Dados das NT - Tabelas Praticas, CEE/1975

Nota: ELETROBRAS - DEER

Page 53: Anexo 5 Calculo de Esforco Mecanico

Tração máx admissível 20% condutor: 35 mm2

35

TRAÇÕES E FLECHAS DE MONTAGEM

0 °C 5 °C 10 °C 15 °C 20 °C 25 °C 30 °C 35 °C

trações - daN

vão 122 119 116 113 111 108 106 104

compr. desnível deflexão flechas - m

1 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

2 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

3 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

4 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

5 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

6 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

7 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

8 40.0 1.06 1.09 1.12 1.15 1.18 1.20 1.23 1.26

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

data : Resp:

C19
editar em metros
D19
a- editar em metros. b- positivo quando no sentido anti - horário c- negativo no sentido horário.
E19
ângulo de deflexão (em graus) a- positivo quando no sentido anti-horário b- negativo no sentido horário.
Page 54: Anexo 5 Calculo de Esforco Mecanico

cantão nº : 1

TRAÇÕES E FLECHAS DE MONTAGEM

40 °C 45 °C 50 °C

trações - daN

102 100 98

flechas - m

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

1.28 1.31 1.33

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

Crea: 1555

U17
editar o número do poste de onde é derivado novo cantão de um novo trecho.
T20
- editar o nº do primeiro poste
Page 55: Anexo 5 Calculo de Esforco Mecanico

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Espaçamentos Verticais

Distância entre a ponta do poste e a 1º estrutura na rede 0,2Distância entre estruturas primárias (em Circuito Duplo ) 1,0Distância entre a estrutura primária e secundária (circ. Simples) 1,0Dist. entre 2º estrut. Primária e estrut. secundária (Circ. Duplo) 0.70Distância entre estruturas Secundarias 0,3Distância do cabo de cobertura até a ponta do poste 0,01Distância entre rede secundária e cabo telefonico 0,4Distância entre condutores na rede Pilar 0,6

Valor em (m)

Menu

Page 56: Anexo 5 Calculo de Esforco Mecanico

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Gerar Tabela

Configuração Inicial º C Vãos Variar

optPrimária exibir -5 30 5optSecundaria noexibir 0 35 10optMista noexibir 5 40 15opttangente exibir 10 45 20optancoragem noexibir 15 50 30optgrau noexibir 20 55 40optmetro exibir 25 60 50Circuito Simples exibir 30 65Circuito Duplo noexibir 35 70Circ Simpl Pilar? noexibir 40 75opturbana noexibir 45 80optrural exibir 50 85Opt15_kv exibir 90Opt25_kv noexibir 95

100105110115120125130135140145150155160165170175180185190195200205210215220225230235240245250255260265

G4
Dados para gerar Tabela de montagem
Page 57: Anexo 5 Calculo de Esforco Mecanico

270

Page 58: Anexo 5 Calculo de Esforco Mecanico

Projetistas

Usuario Função CREAEleandro Luis Marques da Silva Eletrotécnico 127488 - TDEnoque Dutra Garcia Eletrotécnico 112778 - TDEderson Madruga EletrotécnicoLuciano Monteiro Tavares Eletrotécnico xxxxxxJaime Palagi Eletrotécnico RS - 148365

Page 59: Anexo 5 Calculo de Esforco Mecanico

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DADOS ESPECÍFICOS PARA REDES RURAIS

Rede Convencional Rede tipo pilar

> <= ESTRUTURA INDICADA > <=

4 CAA

0 21 N1 - T1 - U1

4 CAA

0 1521 45 N2 - T2 - U2 15 6045 60 N4 - U4 - T4 - P3A - U3A 60 6060 N3 + N3 - U3 + U3 60

2 CAA

0 15 N1 - T1 - U1

2 CAA

0 1515 29 N2 - T2 - U2 15 4529 60 N4 - T4 - U4 - P3A - U3A 45 6060 N3 + N3 - U3 + U3 60

1/0 CAA

0 10 N1 - T1

1/0 CAA

0 910 20 N2 - T2 9 3020 60 N4 - T4 30 6060 N3 + N3 60

2/0 CAA

0 9 N1 - T1

2/0 CAA

0 89 18 N2 - T2 8 24

18 60 N4 - T4 24 6060 N3 + N3 61

3/0 CAA

0 5 N1 - T1

3/0 CAA

0 55 11 N2 - T2 5 24

11 60 N4 - T4 24 6060 N3 + N3 60

4/0 CAA

0 5 N1 - T1

4/0 CAA

0 55 11 N2 - T2 5 15

11 60 N4 - T4 15 6060 N3 + N3 60

336,4 CAA

0 3 N1 - T1

336,4 CAA

0 33 7 N2 - T2 3 97 60 N4 - T4 9 60

60 N3 + N3 60

ângulo deve ser

ângulo deve ser

B9
teste: O ângulo deve ser maior que valor desta coluna
C9
Certaja - Eleandro: O ângulo deve ser menor ou igual ao valor desta coluna menos para o valor de 90º
H9
teste: O ângulo deve ser maior que valor desta coluna
I9
Certaja - Eleandro: O ângulo deve ser menor ou igual ao valor desta coluna menos para o valor de 90º
Page 60: Anexo 5 Calculo de Esforco Mecanico

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DADOS ESPECÍFICOS PARA REDES RURAIS

Rede tipo pilar Rede Secundária

> <=P1 - TP1 - TP2

4 CAA0 45 Não seccionar

P2 - P4 - P3A 45 SeccionarP2 - P4 - P3A

2 CAA0 45 Não seccionar

P3 + P3 45 SeccionarP1 - TP1 - TP2

1/0 CAA0 45 Não seccionar

P2 45 SeccionarP4 - P3A

2/0 CAA0 45 Não seccionar

P3 + P3 45 SeccionarP1 - TP1 - TP2

3/0 CAA0 45 Não seccionar

P2 45 SeccionarP4

4/0 CAA0 45 Não seccionar

P3 + P3 45 SeccionarP1 - TP1 - TP2

336,4 CAA0 45 Não seccionar

P2 45 SeccionarP4P3 + P3P1 - TP1 - TP2P2P4P3 + P3P1 - TP1 - TP2P2P4P3 + P3P1 - TP1 - TP2P2P4P3 + P3

ESTRUTURA INDICADA

ângulo deve ser

ESTRUTURA INDICADA

N9
teste: O ângulo deve ser maior que valor desta coluna
O9
Certaja - Eleandro: O ângulo deve ser menor ou igual ao valor desta coluna menos para o valor de 90º
Page 61: Anexo 5 Calculo de Esforco Mecanico

ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA

PARÂMETROS PARA MÉTODO DE NEWTON RAPSON

E0 (erro admissível) 1E-11Máx de iterações 1000X0 (valor inicial) 0.5

PI 3.14159265358979

coeficiente de transformação 0.0045Efetividade de vento sobre os cabos 0.8

Dados para o Cálculo de flechas inicio e fim dos cálculostemperatura inicial -5temperatura final 50

variar temp. de X º 5vão inicial (no caso de tabelas) 30vão final (no caso de tabelas) 270variar de (no caso de tabelas) 5

Empresa: CertajaVersão 2Ultima Atualização em: Junho - 2007

15 N1 - M1 - B148 N1 - M150 M2 - B210 M236 M4 - B46 M4

41 "N3 + N3'

recalcular valores Sim simrecalcular valores simrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yesrecalcular valores Yes

COEFICIENTES PARA CÁLCULO DO VENTO NAS ESTRUTURAS

Permitir a alteração da "Pior condição no Form de Flechas

Permitir exibir text de temperatura no Form de Flechas

Permitir a alteração do text de Tração Máx de ruptura do cabo no Form de Flechas

Menu

Versão do Excel: 97

Versão do Excel: 2000 ou superior

Page 62: Anexo 5 Calculo de Esforco Mecanico

ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA

Topo 60% Topo 100%50%Distribuido 80% Distribuido 100%

Topo 60% SIMPLES 30%Distribuido 80% ESS 90%

ESD 90%BC 90%

Maior vão Permitido (Urbana) 80Maior ângulo Permitido 180

Valores admissíveis para esforços nos postes de concreto (DT)

Valores admissíveis para esforços nos postes demadeira (MD)

Utilização da face "A" (concava) do poste

Máximo da nominal

Valores admissíveis para esforços nos postes de concreto (CC)

Valores admissíveis para esforços nos estais auxiliares

Permitir a alteração da "Pior condição no Form de Flechas

Permitir exibir text de temperatura no Form de Flechas

Permitir a alteração do text de Tração Máx de ruptura do cabo no Form de Flechas

Versão do Excel: 97

Versão do Excel: 2000 ou superior

Page 63: Anexo 5 Calculo de Esforco Mecanico

NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

??4 CA

8080

797877767575

747372717070

696867666565

646362616060

595857565555

545352515050

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444342414040

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5 10 15 20 25 30 35 40 45 50 55 60 65 70

2 CA

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39

M2M2M1M1

M1 - B1M1 - B1M2 - B2M2 - B2

N1 - M1N1 - M1

N1 - M1 - B1N1 - M1 - B1

M2M2

M2 - B2M2 - B2

N1 - M1N1 - M1 M2M2 M4 M4

Page 64: Anexo 5 Calculo de Esforco Mecanico

1/0 CA38

4037363535

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987655

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N1 - M1 - B1N1 - M1 - B1 M2 - B2M2 - B2M4 B4M4 B4

M1M1

M1 - B1M1 - B1

M2M2

M2 - B2M2 - B2M4 B4M4 B4

M4 M4

M1M1

M1 - B1M1 - B1

M2M2

M2 - B2M2 - B2M4 B4M4 B4

M4 M4

N1 -M1

N1 -M1

M2M2 M4 M4

Page 65: Anexo 5 Calculo de Esforco Mecanico

4/0 CA

72 75717070

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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

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494847464545

444342414040

393837363535

343332313030

292827262525

242322212020

1918

N1 -M1

N1 -M1

N1 -M1B1

N1 -M1B1

M2M2

M2 B2M2 B2 M4 - B4M4 - B4

M4 M4

N1 - M1

N1 - M1

N1 - M1 B1

N1 - M1 B1

M2M2

M2B2M2B2

M4 - B4M4 - B4

M4 M4

M1 - B1 M1 - B1

M2 - B2M2 - B2

Page 66: Anexo 5 Calculo de Esforco Mecanico

??4 CAA

17 20161515

141312111010

987655

43210 ###############################################################################################################################################################################################################

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292827262525

242322212020

191817161515

141312111010

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43210 ###############################################################################################################################################################################################################

5 10 15 20 25 30 35 40 45 50 55 60 65 70

??1/0 CAA

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43210 ###############################################################################################################################################################################################################

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545352

M1 - B1

M1 - B1

M2 - B2M2 - B2

M1 - B1

M1 - B1

M2 - B2

M2 - B2 M4 - B4M4 - B4

M4 - B4M4 - B4

M1 - B1

M1 - B1

M4 - B4M4 - B4

Page 67: Anexo 5 Calculo de Esforco Mecanico

??2/0 CAA

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43210 ###############################################################################################################################################################################################################

5 10 15 20 25 30 35 40 45 50 55 60 65 70

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292827262525

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43210 ###############################################################################################################################################################################################################

5 10 15 20 25 30 35 40 45 50 55 60 65 70

??4/0 CAA

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747372717070

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4321

M2 - B2

M2 - B2

M1 - B1

M1 - B1 M2 -

B2M2 - B2

M4 - B4 M4 - B4

M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4 M4 - B4

Page 68: Anexo 5 Calculo de Esforco Mecanico

??4/0 CAA

0 ###############################################################################################################################################################################################################5 10 15 20 25 30 35 40 45 50 55 60 65 70

??336,4 CAA

8080

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747372717070

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43210 ###############################################################################################################################################################################################################

5 10 15 20 25 30 35 40 45 50 55 60 65 70

M1 - B1M1 - B1

M2 - B2

M2 - B2

M4 - B4M4 - B4

Page 69: Anexo 5 Calculo de Esforco Mecanico

NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3N3 + N3

Page 70: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3N3 + N3

N3 + N3N3 + N3

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#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3 N3 + N3

Page 72: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3N3 + N3

Page 73: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3 N3 + N3

Page 74: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175

N3 + N3 N3 + N3

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NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

########################175 180

########################175 180

Page 76: Anexo 5 Calculo de Esforco Mecanico

########################175 180

########################175 180

########################175 180

Page 77: Anexo 5 Calculo de Esforco Mecanico

########################175 180

########################175 180

Page 78: Anexo 5 Calculo de Esforco Mecanico

########################175 180

########################175 180

########################175 180

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########################175 180

########################175 180

Page 80: Anexo 5 Calculo de Esforco Mecanico

########################175 180

########################175 180

Page 81: Anexo 5 Calculo de Esforco Mecanico

NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

??4CA

8080

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292827262525

242322212020

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

2 CA

8080

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747372717070

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545352515050

494847464545

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

1/0 CA

8080

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747372717070

696867666565

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39

N1 - M1N1 - M1

N1 - M1 - B1N1 - M1 - B1

M2M2

M2 - B2M2 - B2

N1 - M1N1 - M1

N1 - M1 - B1N1 - M1 - B1

M2M2

M2 - B2M2 - B2

M1 - N1M1 - N1M2M2 M4 M4

Page 82: Anexo 5 Calculo de Esforco Mecanico

1/0 CA38

4037363535

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

??2/0 CA

8080

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343332313030

292827262525

242322212020

191817161515

141312111010

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

??3/0 CA

8080

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747372717070

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646362616060

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

4/0 CA

8080

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7473

M1 - B1 - N1M1 - B1 - N1 M2 - B2M2 - B2M4 B4M4 B4

M1 - N1M1 - N1

N1 - M1 - B1N1 - M1 - B1

M2M2

M2 - B2M2 - B2M4 B4M4 B4

M4 M4

M1M1

M1 - B1M1 - B1

M2M2

M2 - B2M2 - B2M4 B4M4 B4

M4 M4

M2M2

Page 83: Anexo 5 Calculo de Esforco Mecanico

4/0 CA

72 75717070

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

336,4 CA

8080

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747372717070

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343332313030

292827262525

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43210 0 #########################################################################################################################################################################################################

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70

??4 CAA

8080

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1918

M1 - N1M1 - N1

M1 B1 - N1

M1 B1 - N1

M2M2

M2B2M2B2

M4 - B4M4 - B4

M4 M4

M1 - N1M1 - N1

N1 - M1B1

N1 - M1B1

M2M2

M2 B2M2 B2 M4 - B4M4 - B4

M4 M4

M1 - B1 M1 - B1

M2 - B2M2 - B2

M4 - B4

M4 - B4

Page 84: Anexo 5 Calculo de Esforco Mecanico

??4 CAA

17 20161515

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5 10 15 20 25 30 35 40 45 50 55 60 65 70

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43210 #########################################################################################################################################################################################################

5 10 15 20 25 30 35 40 45 50 55 60 65 70

??1/0 CAA

8080

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43210 #########################################################################################################################################################################################################

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??2/0 CAA

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M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4M4 - B4

M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4M4 - B4

M1 - B1

M1 - B1

Page 85: Anexo 5 Calculo de Esforco Mecanico

??2/0 CAA

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5 10 15 20 25 30 35 40 45 50 55 60 65 70

??3/0 CAA

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5 10 15 20 25 30 35 40 45 50 55 60 65 70

??4/0 CAA

8080

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M2 - B2

M2 - B2

M4 - B4M4 - B4

M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4 M4 - B4

M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4 M4 - B4

Page 86: Anexo 5 Calculo de Esforco Mecanico

??4/0 CAA

0 #########################################################################################################################################################################################################5 10 15 20 25 30 35 40 45 50 55 60 65 70

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5 10 15 20 25 30 35 40 45 50 55 60 65 70

M1 - B1

M1 - B1

M2 - B2

M2 - B2

M4 - B4M4 - B4

Page 87: Anexo 5 Calculo de Esforco Mecanico

NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3N3 + N3

Page 88: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3N3 + N3

N3 + N3N3 + N3

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#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3 N3 + N3

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#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3N3 + N3

N3 + N3N3 + N3

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#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3N3 + N3

N3 + N3N3 + N3

N3 + N3 N3 + N3

Page 92: Anexo 5 Calculo de Esforco Mecanico

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

#####################################################################################################################################################################################################################################################################################################################70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170

N3 + N3 N3 + N3

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NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA

##############################175 180

##############################175 180

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##############################175 180

##############################175 180

##############################175 180

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##############################175 180

##############################175 180

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##############################175 180

##############################175 180

##############################175 180

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##############################175 180

##############################175 180

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##############################175 180

##############################175 180

Page 99: Anexo 5 Calculo de Esforco Mecanico

TABELA DE TRAÇÕES E FLEXAS DE MONTAGEM

Elaborado por: Eleandro Luis Marques da Silva Data: 4/12/2007

Função: Eletrotécnico 127488 - TD

cabo: 4 CAA

Temp.20 20 40 40 60 60 80 80 100 100 120 120 140 140 160 160 180

-5 233 0,02 232 0,07 229 0,17 225 0,30 221 0,48 216 0,71 210 1,00 205 1,33 199 1,740 217 0,02 215 0,08 213 0,18 209 0,33 206 0,52 201 0,76 197 1,06 192 1,42 188 1,845 200 0,02 198 0,09 196 0,20 194 0,35 191 0,56 187 0,82 184 1,14 180 1,52 177 1,95

10 183 0,02 182 0,09 180 0,21 178 0,38 176 0,61 174 0,88 172 1,22 169 1,62 167 2,0715 166 0,03 165 0,10 165 0,23 164 0,42 162 0,66 161 0,95 160 1,31 159 1,72 158 2,1920 149 0,03 149 0,11 149 0,26 149 0,46 149 0,72 149 1,03 149 1,40 149 1,83 149 2,3225 133 0,03 133 0,13 134 0,29 136 0,50 137 0,78 138 1,11 139 1,51 140 1,95 141 2,4530 116 0,04 118 0,14 120 0,32 123 0,56 125 0,85 128 1,20 130 1,61 132 2,07 134 2,5835 100 0,04 103 0,17 107 0,36 111 0,62 115 0,93 119 1,29 122 1,72 125 2,19 127 2,7240 84 0,05 89 0,19 94 0,41 100 0,68 106 1,01 110 1,40 115 1,82 118 2,32 121 2,8645 68 0,06 76 0,22 84 0,46 91 0,75 97 1,10 103 1,49 108 1,94 112 2,44 116 2,9850 54 0,08 64 0,27 74 0,52 83 0,82 90 1,19 96 1,60 102 2,05 107 2,55 111 3,12

Page 100: Anexo 5 Calculo de Esforco Mecanico
Page 101: Anexo 5 Calculo de Esforco Mecanico

ENSAIOS DE TRAÇÃO MECÂNICA EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

200 daN POSTE100 daN DT - 9(200daN)11 m Face A - Côncava Face B - Lisa

Altura do Esforço Carga Aplic. % da Flexão % da Flexão

em Relação ao topo (daN) nominal cm % nominal cm % L50 50% 0 25% 2.9 0.26%

100 100% 0 50% 7.5 0.68%0,1m 150 - - - 75% 17.8 1.62%

200 - - - 100% 26.3 2.39%250 - - - 125% 36.4 3.31%50 50% 0 25% 4.6 0.42%

100 100% 0 50% 13.4 1.22%0,5m 150 - - - 75% 20.1 1.83%

200 - - - 100% 27.9 2.54%250 - - - 125% 33.8 3.07%50 50% 0 25% 3.5 0.32%

100 100% 0 50% 10.2 0.93%Esf. 1,0m 150 - - - 75% 17.2 1.56%

Concentrado 200 - - - 100% 22.8 2.07%250 - - - 125% 28.8 2.62%50 50% 0 25% 2.6 0.24%

100 100% 0 50% 7.9 0.72%1,5m 150 - - - 75% 14.1 1.28%

200 - - - 100% 18.5 1.68%250 - - - 125% 24.5 2.23%50 50% 0 25% 2.3 0.21%

100 100% 0 50% 6.2 0.56%2,0m 150 - - - 75% 11.6 1.05%

200 - - - 100% 17.4 1.58%250 - - - 125% 20.5 1.86%

50 50% 0 25% 3.6 0.33%100 100% 0 50% 13.6 1.24%

0,1/0,8/1,5m 150 - - - 75% 22.6 2.05%200 - - - 100% 31.8 2.89%

Esf. 250 - - - 125% 40.2 3.65%Distribuído 50 50% 0 25% 4.1 0.37%

100 100% 0 50% 15.3 1.39%0,15/0,35/0,55/0,75m 150 - - - 75% 25.5 2.32%

200 - - - 100% 33.2 3.02%250 - - - 125% 43.8 3.98%

OBS.: O poste DT-9(2) é fabricado com furação 3025mm, diferentemente dos demais do ensaio que são fabricados com furação 4525mm.

COPRELENGENHARIA

Jul-07

E6
furação 3,025m
Page 102: Anexo 5 Calculo de Esforco Mecanico

25% 50% 75% 100%0,1m 2.9 7.5 17.8 26.30,5m 4.6 13.4 20.1 27.91,0m 3.5 10.2 17.2 22.81,5m 2.6 7.9 14.1 18.52,0m 2.3 6.2 11.6 17.4

25% 50% 75% 100%AT 3.6 13.6 22.6 31.8BT 4.1 15.3 25.5 33.2

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0

5

10

15

20

25

30

Flexão em Postes DT em Função da Carga Aplicada Poste 9(200daN) - Face B (Lisa) - Esf. Distribuído

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 9(200daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

Page 103: Anexo 5 Calculo de Esforco Mecanico

ENSAIOS DE TRAÇÃO MECÂNICA EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

200 daN POSTE100 daN DT - 11 (200daN)11 m Face A - Côncava Face B - Lisa

Altura do Esforço Carga Aplic. % da Flexão % da Flexão

em Relação ao topo (daN) nominal cm % nominal cm % L50 50% 0 25% 5.5 0.50%

100 100% 0 50% 15 1.36%0,1m 150 - - - 75% 25.6 2.33%

200 - - - 100% 35.7 3.25%250 - - - 125% 48.9 4.45%50 50% 0 25% 6 0.55%

100 100% 0 50% 15.4 1.40%0,5m 150 - - - 75% 26.1 2.37%

200 - - - 100% 34.7 3.15%250 - - - 125% 45.2 4.11%50 50% 0 25% 4.9 0.45%

100 100% 0 50% 14 1.27%Esf. 1,0m 150 - - - 75% 22.5 2.05%

Concentrado 200 - - - 100% 31.6 2.87%250 - - - 125% 39.6 3.60%50 50% 0 25% 3.5 0.32%

100 100% 0 50% 11.5 1.05%1,5m 150 - - - 75% 19.8 1.80%

200 - - - 100% 26.5 2.41%250 - - - 125% 34.9 3.17%50 50% 0 25% 3.7 0.34%

100 100% 0 50% 10.1 0.92%2,0m 150 - - - 75% 18.4 1.67%

200 - - - 100% 24.5 2.23%250 - - - 125% 30.8 2.80%

50 50% 0 25% 3.6 0.33%100 100% 0 50% 13.6 1.24%

0,1/0,8/1,5m 150 - - - 75% 22.6 2.05%200 - - - 100% 31.8 2.89%

Esf. 250 - - - 125% 40.2 3.65%Distribuído 50 50% 0 25% 4.4 0.40%

100 100% 0 50% 15.4 1.40%0,15/0,35/0,55/0,75m 150 - - - 75% 25.8 2.35%

200 - - - 100% 33.5 3.05%250 - - - 125% 44.1 4.01%

COPRELENGENHARIA

Jul-07

E6
furação 4,5m
Page 104: Anexo 5 Calculo de Esforco Mecanico

25% 50% 75% 100%0,1m 5.5 15 25.6 35.70,5m 6 15.4 26.1 34.71,0m 4.9 14 22.5 31.61,5m 3.5 11.5 19.8 26.52,0m 3.7 10.1 18.4 24.5

25% 50% 75% 100%AT 3.6 13.6 22.6 31.8BT 4.4 15.4 25.8 33.5

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0

5

10

15

20

25

30

35

40

Flexão em Postes DT em Função da Carga Aplicada Poste 11(200daN) - Face B (Lisa) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0

5

10

15

20

25

30

35

40

Flexão em Postes DT em Função da Carga Aplicada Poste 11(200daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

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ENSAIOS DE ELASTICIDADE EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

400 daN POSTE200 daN 12000 DT - 12 (400daN)

12 m Face A - Côncava Face B - Lisa

Altura do Esforço % da Flexão % da Flexão

(daN) nominal cm % L nominal cm % L Fotos

Es

f. C

on

ce

ntr

ad

o

0,1m

50 25% 8.5 0.71% 13% 1.3 0.11%100 50% 18.3 1.53% 25% 2.9 0.24%150 75% 29.6 2.47% 38% 5.6 0.47%200 100% 42.4 3.53% 50% 10 0.83%250 - - - 63% 13.4 1.12%300 - - - 75% 19.1 1.59%350 - - - 88% 24.5 2.04%400 - - - 100% 28.9 2.41% 128-129450 - - - 113% - -

0,5m

50 25% 11 0.92% 13% 1.2 0.10%100 50% 21 1.75% 25% 3.8 0.32%150 75% 29.8 2.48% 38% 7.4 0.62%200 100% 38.8 3.23% 50% 10.2 0.85%250 - - - 63% 14 1.17% 130-131300 - - - 75% 17 1.42%350 - - - 88% 20 1.67%400 - - - 100% 23.2 1.93%450 - - - 113% - -

1,0m

50 25% 9 0.75% 13% 1.5 0.13%100 50% 19.2 1.60% 25% 3.8 0.32%150 75% 28.4 2.37% 38% 6.6 0.55%200 100% 36.3 3.03% 50% 9.8 0.82%250 - - - 63% 13 1.08%300 - - - 75% 15.8 1.32%350 - - - 88% 18.6 1.55%400 - - - 100% 20.8 1.73%450 - - - 113% - -

1,5m

50 25% 8 0.67% 13% 1.2 0.10%100 50% 17.1 1.43% 25% 3.2 0.27%150 75% 24 2.00% 38% 5.8 0.48%200 100% 31.6 2.63% 50% 8.6 0.72%250 - - - 63% 11.6 0.97%300 - - - 75% 14.4 1.20%350 - - - 88% 16.6 1.38%400 - - - 100% 18.7 1.56%450 - - - 113% - -

2,0m

50 25% 5 0.42% 13% 1.1 0.09%100 50% 13.6 1.13% 25% 2.5 0.21%150 75% 21.5 1.79% 38% 4.8 0.40%200 100% 29 2.42% 50% 6.9 0.58%250 - - - 63% 9.6 0.80%300 - - - 75% 12 1.00%350 - - - 88% 14.1 1.18%400 - - - 100% 16 1.33%450 - - - 113% - -

Carga Aplic.

em Relação ao topo

Page 106: Anexo 5 Calculo de Esforco Mecanico

Esf

. Dis

trib

uíd

o 0,1/0,8/1,5m

50 25% 7 0.58% 13% 1.2 0.10%100 50% 14.6 1.22% 25% 3.5 0.29%150 75% 24 2.00% 38% 7.5 0.63%200 100% 33.2 2.77% 50% 10.3 0.86% 132250 - - - 63% 13.5 1.13%300 - - - 75% 16.9 1.41%350 - - - 88% 19.4 1.62%400 - - - 100% 21.9 1.83%450 - - - 113% - -50 25% 3 0.25% 13% 1.8 0.15%

100 50% 13 1.08% 25% 3.7 0.31%150 75% 20.8 1.73% 38% 8.4 0.70%200 100% 28 2.33% 50% 11.3 0.94%250 - - - 63% 14 1.17%300 - - - 75% 17.5 1.46%350 - - - 88% 22 1.83%400 - - - 100% 24.5 2.04%450 - - - 113% - -

COPRELENGENHARIA

8/5/07

0,15

/0,3

5/0,

55/0

,75m

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ENSAIOS DE ELASTICIDADE EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

13% 25% 38% 50% 63% 75% 88% 100%0,1m 1.3 2.9 5.6 10 13.4 19.1 24.5 28.9

0,5m 1.2 3.8 7.4 10.2 14 17 20 23.2

1,0m 1.5 3.8 6.6 9.8 13 15.8 18.6 20.81,5m 1.2 3.2 5.8 8.6 11.6 14.4 16.6 18.72,0m 1.1 2.5 4.8 6.9 9.6 12 14.1 16

13% 25% 38% 50% 63% 75% 88% 100%AT 1.2 3.5 7.5 10.3 13.5 16.9 19.4 21.9BT 1.8 3.7 8.4 11.3 14 17.5 22 24.5

25% 50% 75% 100%0,1m 8.5 18.3 29.6 42.40,5m 11 21 29.8 38.81,0m 9 19.2 28.4 36.31,5m 8 17.1 24 31.62,0m 5 13.6 21.5 29

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face B (Lisa) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

Page 108: Anexo 5 Calculo de Esforco Mecanico

25% 50% 75% 100%AT 7 14.6 24 33.2BT 3 13 20.8 28

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

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0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face B (Lisa) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

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20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(400daN) - Face A (Côncava) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

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ENSAIOS DE ELASTICIDADE EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

600 daN POSTE300 daN DT - 12 (600daN)

12 m Face A - Côncava Face B - Lisa

% da Flexão % da Flexão

(daN) nominal cm % L nominal cm % L Fotos

Esf

orç

o C

on

cen

trad

o

0,1m

50 17% 1.8 0.2% 8% 0.7 0.1%100 33% 6.9 0.6% 17% 2.7 0.2%150 50% 15 1.3% 25% 5.4 0.5%200 67% 23.4 2.0% 33% 8.2 0.7% 63250 83% 33 2.8% 42% 11.1 0.9%300 100% 42.8 3.6% 50% 14.1 1.2% 64350 - - - 58% 16.7 1.4% 65400 - - - 67% 18.7 1.6% 66450 - - - 75% 21.6 1.8% 67500 - - - 83% 24.6 2.1% 68550 - - - 92% 27.9 2.3% 69600 - - - 100% 30.3 2.5% 70 a 72650 - - - 108% - -

0,5m

50 17% 3.8 0.3% 8% 1.2 0.1%100 33% 11 0.9% 17% 3 0.3%150 50% 17.2 1.4% 25% 5.4 0.5%200 67% 22.8 1.9% 33% 8 0.7%250 83% 29.8 2.5% 42% 10.4 0.9% 74300 100% 36.4 3.0% 50% 12.6 1.1% 75350 - - - 58% 15 1.3% 76400 - - - 67% 17 1.4% 77450 - - - 75% 18.6 1.6% 78500 - - - 83% 20.9 1.7% 79550 - - - 92% 22.9 1.9% 80600 - - - 100% 25 2.1% 81650 - - - 108% - -

1,0m

50 17% 2.7 0.2% 8% 0.6 0.1%100 33% 9.3 0.8% 17% 2.4 0.2%150 50% 15.4 1.3% 25% 4.8 0.4%200 67% 20.4 1.7% 33% 6.6 0.5%250 83% 25.6 2.1% 42% 8.8 0.7%300 100% 31.1 2.6% 50% 11 0.9%350 - - - 58% 12.6 1.1%400 - - - 67% 14.4 1.2%450 - - - 75% 16.2 1.3%500 - - - 83% 18 1.5% 82550 - - - 92% 19.8 1.7% 83600 - - - 100% 20.8 1.7% 84650 - - - 108% - -

1,5m

50 17% 1.8 0.2% 8% 0.3 0.0%100 33% 7.5 0.6% 17% 2 0.2%150 50% 13.1 1.1% 25% 4 0.3%200 67% 18.1 1.5% 33% 6 0.5%250 83% 23.2 1.9% 42% 8 0.7%

Altura do Esforço

Carga Aplic.

em Relação ao topo

Page 112: Anexo 5 Calculo de Esforco Mecanico

Esf

orç

o C

on

cen

trad

o1,5m

300 100% 27.9 2.3% 50% 9.6 0.8%350 - - - 58% 11 0.9%400 - - - 67% 13 1.1%450 - - - 75% 14.5 1.2%500 - - - 83% 16 1.3% 85550 - - - 92% 17.8 1.5% 86600 - - - 100% 19.4 1.6% 87650 - - - 108% - -

2,0m

50 17% 2 0.2% 8% 0.3 0.0%100 33% 6.8 0.6% 17% 1.8 0.2%150 50% 12.3 1.0% 25% 3.4 0.3%200 67% 17.1 1.4% 33% 5.3 0.4%250 83% 22.2 1.8% 42% 7 0.6%300 100% 26.1 2.2% 50% 8.5 0.7%350 - - - 58% 10 0.8%400 - - - 67% 11.4 1.0%450 - - - 75% 13.2 1.1%500 - - - 83% 14.3 1.2% 88550 - - - 92% 15.8 1.3% 89600 - - - 100% 17.3 1.4% 90650 - - - 108% 19 1.6% 91700 - - - 117% 20.3 1.7%750 - - - 125% 21.8 1.8%800 - - - 133% 23.4 2.0%840 - - - 140% 24.6 2.1%

Esf

. Dis

trib

uíd

o

0,1/0,8/1,5m

50 17% 0.8 0.1% 8% 0.2 0.0%100 33% 8.1 0.7% 17% 0.9 0.1%150 50% 15.8 1.3% 25% 2.1 0.2%200 67% 23.2 1.9% 33% 3.9 0.3% 28250 83% 31.7 2.6% 42% 6.1 0.5%300 100% 38.6 3.2% 50% 8.2 0.7%350 - - - 58% 10.4 0.9% 29400 - - - 67% 12.9 1.1% 30450 - - - 75% 15.2 1.3%500 - - - 83% 17.7 1.5% 31-32550 - - - 92% 20.3 1.7% 33600 - - - 100% 23.8 2.0% 34650 - - - 108% - -

0,15/0,35/0,55/0,75m

50 17% 0.7 0.1% 8% 0.2 0.0%100 33% 9.1 0.8% 17% 2.3 0.2%150 50% 17.2 1.4% 25% 4.6 0.4%200 67% 23.6 2.0% 33% 6.9 0.6%250 83% 32.2 2.7% 42% 9.8 0.8% 38300 100% 37.5 3.1% 50% 11.9 1.0% 39350 - - - 58% 14.2 1.2% 40400 - - - 67% 16 1.3% 41450 - - - 75% 18.2 1.5% 42500 - - - 83% 20.2 1.7%550 - - - 92% 22.5 1.9% 45600 - - - 100% 25.2 2.1% 47 a 49650 - - - 108% - -

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ENSAIOS DE ELASTICIDADE EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

8% 17% 25% 33% 42% 50% 58% 67% 75% 83%0,1 m 0.7 2.7 5.4 8.2 11.1 14.1 16.7 18.7 21.6 24.60,5 m 1.2 3 5.4 8 10.4 12.6 15 17 18.8 20.91,0 m 0.6 2.4 4.8 6.6 8.8 11 12.6 14.4 16.2 181,5 m 0.3 2 4 6 8 9.6 11 13 14.5 162,0 m 0.3 1.8 3.4 5.3 7 8.5 10 11.4 13.2 14.3

8% 17% 25% 33% 42% 50% 58% 67% 75% 83%AT 0.2 0.9 2.1 3.9 6.1 8.2 10.4 12.9 15.2 17.7BT 0.2 2.3 4.6 6.9 9.8 11.9 14.2 16 18.2 20.2

17% 33% 50% 67% 83% 100%0,1 m 1.8 6.9 15 23.4 33 42.80,5 m 3.8 11 17.2 22.8 29.8 36.41,0 m 2.7 9.3 15.4 20.4 25.6 31.11,5 m 1.8 7.5 13.1 18.1 23.2 27.92,0 m 2 6.8 12.3 17.1 22.2 26.1

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face B (Lisa) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

o (

cm

)

0% 20% 40% 60% 80% 100% 120%0

5

10

15

20

25

30

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

xão

(cm

)

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17% 33% 50% 67% 83% 100%AT 0.8 8.1 15.8 23.2 31.7 38.6BT 0.7 9.1 17.2 23.6 32.2 37.5

10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

xão

(cm

)

10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%05

1015202530354045

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

)

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92% 100%27.9 30.322.9 2519.8 20.817.8 19.415.8 17.3

92% 100%20.3 23.822.5 25.2

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face B (Lisa) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

o (

cm

)

0% 20% 40% 60% 80% 100% 120%0

5

10

15

20

25

30

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face B (Lisa) - Esf. Distribuído

AT BT% da carga nominal

Fle

o (

cm

)

10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0

5

10

15

20

25

30

35

40

45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

xão

(cm

)

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45

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Concentrado

0,1 m 0,5 m 1,0 m 1,5 m 2,0 m% da carga nominal

Fle

xão

(cm

)

10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%05

1015202530354045

Flexão em Postes DT em Função da Carga Aplicada Poste 12(600daN) - Face A (Cônc.) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

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ENSAIOS DE ELASTICIDADE EM POSTES DE CONCRETO DUPLO "T" E TRONCO CÔNICO

1000 daN POSTE12 m TC - 12 (1000daN)

Carga Aplic. % da Flexão

(daN) nominal cm % Fotos

0,1m

50 5% 0.8 0.07%100 10% 1.5 0.13%150 15% 2.7 0.23%200 20% 4.0 0.33%250 25% 5.7 0.48%300 30% 7.5 0.63%350 35% 9.0 0.75%400 40% 11.0 0.92% 94450 45% 12.8 1.07%500 50% 15.1 1.26% 95550 55% 16.8 1.40% 96600 60% 18.8 1.57% 99650 65% 20.0 1.67% 98-100700 70% 21.5 1.79% 101750 75% 23.5 1.96%800 80% 25.9 2.16%850 85% 27.8 2.32%900 90% 29.8 2.48% 103950 95% 32.0 2.67%

1000 100% 34.4 2.87%

0,5m

50 5% 0.8 0.07%100 10% 1.8 0.15%150 15% 4.2 0.35%200 20% 5.0 0.42%250 25% 6.4 0.53%300 30% 8.0 0.67%350 35% 9.8 0.82%400 40% 11.2 0.93%450 45% 13.2 1.10%500 50% 14.9 1.24%550 55% 16.9 1.41%600 60% 18.4 1.53% 104-105650 65% 20.1 1.68%700 70% 22.1 1.84%750 75% 24.1 2.01%800 80% 25.7 2.14%850 85% 27.4 2.28% 106900 90% 29.0 2.42%950 95% 31.0 2.58% 108

1000 100% 32.7 2.73% 109

1,0m

50 5% 0.6 0.05%100 10% 1.5 0.13%150 15% 3.4 0.28%200 20% 4.5 0.38%250 25% 5.8 0.48%300 30% 8.2 0.68%

Altura do Esforço

em Relação ao topo

Esf

orç

o c

on

cen

trad

o

Page 118: Anexo 5 Calculo de Esforco Mecanico

1,0m

350 35% 9.8 0.82%400 40% 10.7 0.89%450 45% 12.4 1.03%500 50% 13.8 1.15%550 55% 15.8 1.32%600 60% 17.6 1.47%650 65% 19.0 1.58%700 70% 20.7 1.72% 110750 75% 22.0 1.83%800 80% 24.0 2.00%850 85% 25.4 2.12%900 90% 27.1 2.26%950 95% 28.5 2.38%

1000 100% 30.2 2.52%

1,5m

50 5% 0.6 0.05%100 10% 1.3 0.11%150 15% 2.4 0.20%200 20% 3.9 0.33%250 25% 5.1 0.43%300 30% 6.6 0.55%350 35% 8.0 0.67%400 40% 9.6 0.80%450 45% 10.6 0.88%500 50% 12.4 1.03%550 55% 14.0 1.17%600 60% 15.5 1.29%650 65% 16.9 1.41%700 70% 18.6 1.55%750 75% 19.8 1.65%800 80% 21.0 1.75%850 85% 22.6 1.88%900 90% 24.0 2.00%950 95% 25.5 2.13%

1000 100% 27.0 2.25%

2,0m

50 5% 0.5 0.04%100 10% 1.2 0.10%150 15% 2.0 0.17%200 20% 3.4 0.28%250 25% 4.4 0.37%300 30% 5.4 0.45%350 35% 7.2 0.60%400 40% 8.4 0.70%450 45% 9.7 0.81%500 50% 11.1 0.92%550 55% 12.4 1.03%600 60% 13.9 1.16%650 65% 15.4 1.28%700 70% 16.7 1.39%750 75% 18.0 1.50%800 80% 19.2 1.60%850 85% 20.4 1.70%900 90% 21.8 1.82%950 95% 23.2 1.93%

1000 100% 24.4 2.03%

Page 119: Anexo 5 Calculo de Esforco Mecanico

Esf

orç

o d

istr

ibu

ído

0,1/0,8/1,5m

50 5% 0.6 0.05%100 10% 1.3 0.11%150 15% 2.5 0.21%200 20% 4.0 0.33%250 25% 5.5 0.46%300 30% 7.5 0.63%350 35% 9.6 0.80%400 40% 10.5 0.88%450 45% 12.3 1.03%500 50% 14.0 1.17%550 55% 16.1 1.34% 120-121600 60% 18.0 1.50%650 65% 19.0 1.58%700 70% 21.0 1.75% 122-123750 75% 22.2 1.85%800 80% 24.2 2.02%850 85% 25.5 2.13%900 90% 26.9 2.24%950 95% 28.5 2.38%

1000 100% 30.1 2.51% 124-125

0,15/0,35/0,55/0,75m

50 5% 0.6 0.05%100 10% 1.5 0.13%150 15% 3.2 0.27%200 20% 4.8 0.40%250 25% 6.0 0.50%300 30% 8.0 0.67%350 35% 10.0 0.83%400 40% 12.0 1.00%450 45% 13.9 1.16%500 50% 15.9 1.33%550 55% 17.5 1.46%600 60% 19.4 1.62%650 65% 21.1 1.76%700 70% 22.8 1.90%750 75% 24.7 2.06%800 80% 26.5 2.21%850 85% 28.0 2.33%900 90% 29.5 2.46%950 95% 30.6 2.55%

1000 100% 33.0 2.75%

Page 120: Anexo 5 Calculo de Esforco Mecanico

5% 10% 15% 20% 25% 30% 35% 40% 45% 50% 55% 60% 65%0,1m 0.8 1.5 2.7 4.0 5.7 7.5 9.0 11.0 12.8 15.1 16.8 18.8 20.00,5m 0.8 1.8 4.2 5.0 6.4 8.0 9.8 11.2 13.2 14.9 16.9 18.4 20.11,0m 0.6 1.5 3.4 4.5 5.8 8.2 9.8 10.7 12.4 13.8 15.8 17.6 19.01,5m 0.6 1.3 2.4 3.9 5.1 6.6 8.0 9.6 10.6 12.4 14.0 15.5 16.92,0m 0.5 1.2 2.0 3.4 4.4 5.4 7.2 8.4 9.7 11.1 12.4 13.9 15.4

5% 10% 15% 20% 25% 30% 35% 40% 45% 50% 55% 60% 65%AT 0.6 1.3 2.5 4.0 5.5 7.5 9.6 10.5 12.3 14.0 16.1 18.0 19.0BT 0.6 1.5 3.2 4.8 6.0 8.0 10.0 12.0 13.9 15.9 17.5 19.4 21.1

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes T. Cônico em Função da Carga Aplicada Poste 12(1000daN) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

xão

(cm

)

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

Flexão em Postes T. Cônico em Função da Carga Aplicada Poste 12(1000daN) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

)

Page 121: Anexo 5 Calculo de Esforco Mecanico

70% 75% 80% 85% 90% 95% 100%21.5 23.5 25.9 27.8 29.8 32.0 34.422.1 24.1 25.7 27.4 29.0 31.0 32.720.7 22.0 24.0 25.4 27.1 28.5 30.218.6 19.8 21.0 22.6 24.0 25.5 27.016.7 18.0 19.2 20.4 21.8 23.2 24.4

70% 75% 80% 85% 90% 95% 100%21.0 22.2 24.2 25.5 26.9 28.5 30.122.8 24.7 26.5 28.0 29.5 30.6 33.0

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes T. Cônico em Função da Carga Aplicada Poste 12(1000daN) - Esf. Concentrado

0,1m 0,5m 1,0m 1,5m 2,0m% da carga nominal

Fle

xão

(cm

)

0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 110%0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

Flexão em Postes T. Cônico em Função da Carga Aplicada Poste 12(1000daN) - Esf. Distribuído

AT BT% da carga nominal

Fle

xão

(cm

)

Page 122: Anexo 5 Calculo de Esforco Mecanico

0,1m

25% 50% 75% 100%DT-11(2)

DT-9(2) 2.9 7.5 17.8 26.3DT-11(2) 5.5 15 25.6 35.7

DT-12(4) 2.9 10.0 19.1 28.9

DT-12(6) 5.4 14.1 21.6 30.3

TC-12(10) 5.7 15.1 23.5 34.4

Média 4.7 13.1 21.4 31.2

0,5m

25% 50% 75% 100%DT-11(2)

DT-9(2) 4.6 13.4 20.1 27.9

DT-11(2) 6 15.4 26.1 34.7

DT-12(4) 3.8 10.2 17.0 23.2

DT-12(6) 5.4 12.6 18.6 25.0

TC-12(10) 6.4 14.9 24.1 32.7

Média 5.2 12.6 19.9 27.0

1,0m

25% 50% 75% 100%DT-11(2)

DT-9(2) 3.5 10.2 17.2 22.8

DT-11(2) 4.9 14 22.5 31.6

DT-12(4) 3.8 9.8 15.8 20.8

DT-12(6) 4.8 11.0 16.2 20.8

TC-12(10) 5.8 13.8 22.0 30.2

Média 4.8 11.5 18.0 23.9

1,5m 4

25% 50% 75% 100%DT-11(2)

DT-9(2) 2.6 7.9 14.1 18.5

DT-11(2) 3.5 11.5 19.8 26.5

DT-12(4) 3.2 8.6 14.4 18.7

DT-12(6) 4.0 9.6 14.5 19.4

TC-12(10) 5.1 12.4 19.8 27.0

Média 4.1 10.2 16.2 21.7

2,0m

25% 50% 75% 100%DT-11(2)

DT-9(2) 2.3 6.2 11.6 17.4

DT-11(2) 3.7 10.1 18.4 24.5

DT-12(4) 2.5 6.9 12.0 16.0

DT-12(6) 3.4 8.5 13.2 17.3

TC-12(10) 4.4 11.1 18.0 24.4

Média 3.4 8.8 14.4 19.2

AT

25% 50% 75% 100%DT-11(2)

DT-9(2) 3.6 13.6 22.6 31.8

DT-11(2) 3.6 13.6 22.6 31.8

DT-12(4) 3.5 10.3 16.9 21.9

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 0,1m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominalF

lex

ão

(c

m)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 1,0m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 2,0m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Distribuído a 0,1/0,3/0,5/0,7m do Topo -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

Page 123: Anexo 5 Calculo de Esforco Mecanico

DT-12(6) 2.1 8.2 15.2 23.8

TC-12(10) 5.5 14.0 22.2 30.1

Média 3.7 10.8 18.1 25.3

BT

25% 50% 75% 100%DT-11(2)

DT-9(2) 4.1 15.3 25.5 33.2

DT-11(2) 4.4 15.4 25.8 33.5

DT-12(4) 3.7 11.3 17.5 24.5

DT-12(6) 4.6 11.9 18.2 25.8

TC-12(10) 6.0 15.9 24.7 33.0

Média 4.8 13.0 20.1 27.8

COPREL

ENGENHARIA

Jul-07

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Distribuído a 0,1/0,3/0,5/0,7m do Topo -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

Page 124: Anexo 5 Calculo de Esforco Mecanico

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 0,1m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 0,5m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 1,0m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 1,5m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Concentrado a 2,0m do Topo - Face B (Lisa) -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Distribuído a 0,1/0,8/1,5m do Topo -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Distribuído a 0,1/0,3/0,5/0,7m do Topo -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

Page 125: Anexo 5 Calculo de Esforco Mecanico

20% 30% 40% 50% 60% 70% 80% 90% 100% 110%

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

40.0

Flexão em Postes DT e TC em Função da Carga Aplicada - Esf. Distribuído a 0,1/0,3/0,5/0,7m do Topo -

DT-11(2) DT-9(2) DT-11(2) DT-12(4)

DT-12(6) TC-12(10) Média

% da carga nominal

Fle

o (

cm

)

Page 126: Anexo 5 Calculo de Esforco Mecanico

Resultado

0.070251

Page 127: Anexo 5 Calculo de Esforco Mecanico

Calculando ......

Por favor aguarde

Calculando ......

Por favor aguarde

Page 128: Anexo 5 Calculo de Esforco Mecanico

Calculando ......

Por favor aguarde

Calculando ......

Por favor aguarde