anexo 5 calculo de esforco mecanico
TRANSCRIPT
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
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
###
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
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
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
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
### 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
13
### 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
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
2/0 CC
3/0 CC
4/0 CC
AM FIO 4FITA AMAR
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
611
771
972
57.1227.1
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
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'
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'
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
ESSESS
BC
BCBC
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
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
Valores para o cálculo dos estais
Tamanho do braço do estai EV 2,5Terreno utilizado 2000
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
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*
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
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
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
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
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
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
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)
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
10
11
12
13
9
10
10
11
12
13
19 20 21 22 23 24 25 26 27
30
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
28 29 30 31 32 33 34 35 36
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)
37 38 39 40
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
profundidade - b
Base Concretada : diâmetro da vala - f
Trações Máximas - daN
Distância do Esforço F ao solo : d
ENGASTAMENTO .....................................................
ESCORA SIMPLES .....................................................
BASE CONCRETADA ..................................................
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
m
m
m
Trações Máximas - daN
437.499999293293 <----- 350533.300871069588
742.596976485685
Cálcular engastamento
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
Cálcular engastamento
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
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)
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
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
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
Dados das NBRs 7270 e 7271.
Dados das NBRs 7270 e 7271.
Dados das NT - Tabelas Praticas, CEE/1975
Nota: ELETROBRAS - DEER
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:
nº
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
ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA
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
ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA
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
270
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
ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA
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
ATENÇÃO NUNCA EXCLUIR NEM INCLUIR LINHAS NEM COLUNAS NESTA PLANILHA
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
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
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
NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA
??4 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
2 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
1/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
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
1/0 CA38
4037363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??3/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
4/0 CA
8080
797877767575
7473
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
4/0 CA
72 75717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
336,4 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 ###############################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??4 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
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
??4 CAA
17 20161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??1/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
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
??2/0 CAA
51 555050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??3/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 ###############################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??4/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
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
??4/0 CAA
0 ###############################################################################################################################################################################################################5 10 15 20 25 30 35 40 45 50 55 60 65 70
??336,4 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
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
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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
########################175 180
NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA
??4CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
2 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
1/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
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
1/0 CA38
4037363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??3/0 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
4/0 CA
8080
797877767575
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
4/0 CA
72 75717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
336,4 CA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 0 #########################################################################################################################################################################################################
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
??4 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
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
??4 CAA
17 20161515
141312111010
987655
43210 #########################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 #########################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??1/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 #########################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??2/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352
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
??2/0 CAA
51 555050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 #########################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??3/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 #########################################################################################################################################################################################################
5 10 15 20 25 30 35 40 45 50 55 60 65 70
??4/0 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
4321
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
??4/0 CAA
0 #########################################################################################################################################################################################################5 10 15 20 25 30 35 40 45 50 55 60 65 70
??336,4 CAA
8080
797877767575
747372717070
696867666565
646362616060
595857565555
545352515050
494847464545
444342414040
393837363535
343332313030
292827262525
242322212020
191817161515
141312111010
987655
43210 #########################################################################################################################################################################################################
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
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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
#####################################################################################################################################################################################################################################################################################################################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
NÃO INSERIR NEM EXCLUIR LINHAS OU COLUNAS NESTA PLANILA
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
##############################175 180
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
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
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
xã
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
xã
o (
cm
)
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
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
xã
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
xã
o (
cm
)
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
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
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
xã
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
xã
o (
cm
)
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
xã
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
xã
o (
cm
)
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
xã
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
xã
o (
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
xã
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
xã
o (
cm
)
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
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% - -
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
xã
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
xã
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
)
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
)
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
xã
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
xã
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
)
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
)
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
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%
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%
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
)
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
)
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
xã
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
xã
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
xã
o (
cm
)
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
xã
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 0,1m 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
xã
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
xã
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
xã
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
xã
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
xã
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
xã
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
xã
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
xã
o (
cm
)
Resultado
0.070251
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