estruturas subterrâneas.pdf

7232019 Estruturas Subterracircneaspdf

httpslidepdfcomreaderfullestruturas-subterraneaspdf 177

ESCOLA

SUPERIOR

DE

TECNOLOGIA INSTITUTO POLITECNICO DE CASTELO BRANCO

Estruturas Subterracircneas

ENGENHARIA CIVIL

20082009

Docente

Engordm

Ricardo

Pires

Autoria

Marta Garrido 10003

Castelo

Branco

15

de

Janeiro

de

2009



INTRODUCcedilAtildeO

Uma obra de contenccedilatildeo lateral de solos acontece quando a superfiacutecie lateral de

um maciccedilo

tem

uma

inclinaccedilatildeo

em

relaccedilatildeo

agrave horizontal

maior

do

que

aquela

que

assumiria sem o auxiacutelio de qualquer acccedilatildeo exterior O reconhecimento das caracteriacutesticas do terreno nas obras de contenccedilatildeo de

terra sejam os terrenos que satildeo suportados ou aqueles onde a estrutura de contenccedilatildeo

se apoia devem ser investigados com tanto maior rigor quanto maior a importacircncia da

obra em termos engenharia No reconhecimento do terreno eacute objecto de especial atenccedilatildeo a detecccedilatildeo de camadas moles mesmo de pouca espessura pois podem

tornar ‐se em superfiacutecies de escorregamento comprometendo a estabilidade da

estrutura Tambeacutem ao se verificar sob a fundaccedilatildeo terrenos muito compressiacuteveis teraacute de

se ter em conta os possiacuteveis assentamentos sendo recomendaacutevel providenciar no

sentido de

evitar

assentamentos

diferenciais

Eacute tambeacutem de capital importacircncia o conhecimento dos niacuteveis de aacutegua e as suas variaccedilotildees sazonais bem como a sua composiccedilatildeo quiacutemica por poder ser agressiva ao

cimento ou inferior na sua presa Os conhecimentos dos niacuteveis de aacutegua satildeo essenciais para a determinaccedilatildeo das solicitaccedilotildees na estrutura devendo a pressatildeo da aacutegua ser adicionada ao impulso activo ou passivo do terreno ser considerado submerso

As condiccedilotildees gerais de execuccedilatildeo de obras de contenccedilatildeo de solos teratildeo de ser verificadas natildeo soacute durante a sua construccedilatildeo mas tambeacutem apoacutes a mesma Durante a

construccedilatildeo deveraacute ser tomada em conta as consideraccedilotildees meteoroloacutegicas ponderando

sobriamente as vantagens e desvantagens de executar a obra em condiccedilotildees de clima

desfavoraacuteveis a esta

As

modificaccedilotildees

do

regime

de

aacutegua

dos

solos

que

normalmente

satildeo alterados do decurso da obra tecircm de ser contabilizados de modo a natildeo

interferirem nem com obras vizinhas nem com o previsto no dimensionamento e na

execuccedilatildeo corrente Tambeacutem escavaccedilotildees junto ao peacute da contenccedilatildeo satildeo operaccedilotildees delicadas que podem levar agrave perda de estabilidade da estrutura por diminuiccedilatildeo do

impulso passivo Devem ser elaborados processos onde se explanem os megravetodos de execuccedilatildeo

pormenorizaccedilatildeo de dispositivos construtivos a adoptar indicaccedilotildees dos movimentos de

terras impostos pela metodologia da execuccedilatildeo da obra definir ‐se plataformas e

acessos agraves zonas de trabalho etc Se possivel dereraacute prever ‐se as execuccedilotildees das partes

mais delicadas

das

obras

para

a fase

do

calendario

com

clima

probabilisticamente

mais

ameno A sequecircncia da obra eacute tambeacutem um factor muito importante na sua concepccedilatildeo para que natildeo haja choque entre as obras provisoacuterias provavelmente com escoras ou

entivaccedilotildees de caracter natildeo definitivo e a obra final No seu planeamento tambeacutem o local de estaleiro a colocccedilatildeo de material e

maquinas pesadas os locais de descarga de terras de vazadouro e de terras de

substituiccedilatildeo no caso de existitem devem ser previstos de modo a que natildeo interfiram

com as solicitaccedilotildees proprias do dimensionamento




Dimensionamento de uma estrutura de suporte



Betatildeo 4

fcd = 20000 Kpa

τ1 = 850 Kpa Accedilo 2

τ2 = 6000 Kpa

γ betatildeo= 25 KNm3 Ambiente 2

μ = 028

Rec= 005 m

γ argamassa= 21 KNm3 γ sat = 207 KN m3γ d = 177 KN m3

φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

DIMENSIONAMENTO DO MURO DE SUPORTE - SEM DRENAGE

Tipo de Solo

Betatildeo

Accedilo

B35

A400

Moder Agressivo

Solos coerentes rijos

Outro Solo

Modelo de Caacutelculo Geometria do



Coeficiente de activo

Ka= 033

Caacutelculo dos impulsos

IS = 2640 KNml

I0 = 33264 KNml

Iw= 1280 KNml Iw1= 18000 KNml

Iw2= 1680 KNml

Iw3= 1400 KNml

wsolo

Verificaccedilatildeo da Seguranccedila ao deslizamento

‐ Escolhemos este muro apoacutes termos efectuado vaacuterias tentativas com outros muros de

estrutura diferente

‐Tambeacutem consideramos este tipo de muro pois tivemos em conta um nivel freaacutetico ateacute

rasante do terreno

‐ Assim estamos perante um muro de betatildeo armado

‐ Colocamos

uma

sobcarga

de

5 kNm

correspondente

a um

parque

de

estacionamento

φ

φ

sen

senK a +

minus=

1

1

hK Q I aSob

timestimes=

2

2

1hK I

soloasolo timestimestimes= γ

Dados



Seguranccedila ao deslizamento

= 229 Verifica

Seguranccedila ao derrube

Momento instabilizante = 845195 KNmml

Momento estabilizante = 11447917 KNmml

H= 145904 KN

N= 577500 KNM= 1737833 KNm

= 2198152958

Capacidade de Carga na Fundaccedilatildeo

51F F FS desl

est todeslizamen ge=sumsum

s)incoerente(solos 51M

MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum

N

M beb B 22 minus=minus=



= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564

rarrO factor S=1 pois o muro eacute continui

= 1913856263

= 33 Verifica

γ λ γ γ iS N BiqSq NqqicSc Nccqult

timestimestimestimestimes+timestimestimes+timestimestimes= 2

1

( ) L Bq AqQ ult ult ulti timestimes=times=

φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult



favoravel desfavoravel

B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234

Acccedilotildees propriedades do terreno

cusobercarga cpemanente

Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=

IsolW F F based deslest getimeshArrge δ tan



Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=

W= 645000 KNml wsolo

Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm

Msd = 1267792 KNmm majorado= 218856

Armadura miacutenima

= 4425 cm2m

ARMADURA EXTERIOR

Esforccedilos majorados

Dimensionamento do muro

‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um

programa de caacutelculo(Ossa)

100

dbAs min

timestimesρ=



Armadura longi tudinal

= 00728

= 00781

= 13249 cm2m

Armadura de dist ribu iccedilatildeo

= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f

f dbA timestimestimesω=

sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000

Dimensionamento da sapata

db)d61(60V w1cd timestimesminustimesτtimes=

Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm

1ordf hipotese de carga





= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m

Esforccedilo transverso

= 303450 KNm

1

303450 225000 Verifica

Colocar esta armadura na face inferior e superior da sapata para resistir a tracccedilotildees que surgem junto aacute face sup

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16

303450 370500 Natildeo verifica


syd

cds

f f dbA timestimestimesω=

sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE

1- NORMA E MATERIAIS 2

2- ACCcedilOtildeES 2

3- DADOS GERAIS 2

4- DESCRICcedilAtildeO DO TERRENO 2

5- SECCcedilAtildeO VERTICAL DO TERRENO 3

6- GEOMETRIA 3

7- ESQUEMA DAS FASES 4

8- CARGAS 4

9- RESULTADOS DAS FASES 4

10- COMBINACcedilOtildeES 5

11- DESCRICcedilAtildeO DA ARMADURA 6

12- VERIFICACcedilOtildeES GEOMEacuteTRICAS E DE RESISTEcircNCIA 6

13- VERIFICACcedilOtildeES DE ESTABILIDADE (CIacuteRCULO DE DESLIZAMENTODESFAVORAacuteVEL)

9

14- MEDICcedilAtildeO 9

Selecccedilatildeo de listagensNome da Obra subt Data100109

trabalho1

Paacutegina 1



1- NORMA E MATERIAISNorma REBAP e RSA (Portugal)Betatildeo B30 (C2530)

Accedilo em varotildees A400Tipo de ambiente Ambiente moderadamente agressivoRecobrimento na face exterior do muro 30 cmRecobrimento no tardoz do muro 30 cmRecobrimento superior da fundaccedilatildeo 50 cmRecobrimento inferior da fundaccedilatildeo 50 cmRecobrimento lateral da fundaccedilatildeo 70 cmTamanho maacuteximo do inerte 30 mm

2- ACCcedilOtildeESImpulso na face exterior PassivoImpulso no tardoz Activo

3- DADOS GERAIS

Cota da rasante 000 mAltura do muro sobre a rasante 000 mFaceado TardozComprimento do muro em planta 1000 mSeparaccedilatildeo das juntas 500 mTipo de fundaccedilatildeo Sapata contiacutenua

4- DESCRICcedilAtildeO DO TERRENOPercentagem de atrito interno entre o terreno e a face exterior do muro 0 Percentagem de atrito interno entre o terreno e o tardoz do muro 0 Evacuaccedilatildeo por drenagem 100 Percentagem de impulso passivo 50 Cota impulso passivo 000 m

Tensatildeo admissiacutevel 020 MPaCoeficiente de atrito terreno-betatildeo 060

ESTRATOS

Referecircncias Cota superior Descriccedilatildeo Coeficientes de impulso

1 - Areia solta 000 m Densidade aparente 1800 KNm3Densidade submersa 1000 KNm3Acircngulo atrito interno 3000 grausCoesatildeo 000 KNm2

Activo tardoz 033Passivo face exterior 300


trabalho1

Paacutegina 2



5- SECCcedilAtildeO VERTICAL DO TERRENO000 m

-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO

Altura 1000 mEspessura superior 250 cm

Espessura inferior 1350 cm

SAPATA CONTIacuteNUA

Com consola exterior e interiorAltura 430 cmConsolas face exterior tardoz 12800 6400 cmBetatildeo de limpeza 10 cm


trabalho1

Paacutegina 3



7- ESQUEMA DAS FASES

500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m

Referecircncias Nome Descriccedilatildeo

Fase 1 Fase Com niacutevel freaacutetico tardoz ateacute agrave cota 000 mCom niacutevel freaacutetico face exterior ateacute agrave cota -1000 m

8- CARGASCARGAS NO TARDOZ

Tipo Cota Dados Fase inicial Fase final

Uniforme Na superfiacutecie Valor 5 KNm2 Fase Fase

9- RESULTADOS DAS FASESEsforccedilos sem majorar

FASE 1 FASE

PERMANENTE E IMPULSO DE TERRAS COM SOBRECARGASCota(m)

Diagrama de esforccedilos axiais(KNm)

Diagrama de esforccedilos transversos(KNm)

Diagrama de momentos flectores(KNmm)

Diagrama de impulsos(KNm2)

Pressatildeo hidrostaacutetica(KNm2)

000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795

Maacuteximos 19607Cota -1000 m

67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4



PERMANENTE E IMPULSO DE TERRASCota(m)






000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m

Miacutenimos 000Cota 000 m

000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m

10- COMBINACcedilOtildeES HIPOacuteTESES DE ACCcedilOtildeES 1 - Permanente

2 - Impulso de terras

3 - Sobrecarga

COMBINACcedilOtildeES PARA ESTADOS LIMITE UacuteLTIMOSHipoacuteteses de Acccedilotildees

Combinaccedilatildeo 1 2 3

1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150

COMBINACcedilOtildeES PARA ESTADOS LIMITE DE UTILIZACcedilAtildeOHipoacuteteses de Acccedilotildees


1 100 1002 100 100 060


trabalho1

Paacutegina 5



11- DESCRICcedilAtildeO DA ARMADURACOROAMENTO

Armadura superior 2 Oslash20

Amarraccedilatildeo face exterior tardoz 15 15 cm

TRAMOS

NuacutemFace exterior Tardoz

Vertical Horizontal Vertical Horizontal

1 Oslash16a10 Oslash12a20 Oslash20a10 Oslash16a15

Emendas 055 m Emendas 12 m

Reforccedilo 1 Oslash20 h=28 m

SAPATA

Armadura Longitudinal Transversal

Superior Oslash25a10 Oslash25a10

Comprimento de amarraccedilatildeo em prolongamento recto 115 cmInferior Oslash25a10 Oslash25a10

Comprimento de patilha no arranque 30 cm

12- VERIFICACcedilOtildeES GEOMEacuteTRICAS E DE RESISTEcircNCIAReferecircncia Muro subt (trabalho1)

Verificaccedilatildeo Valores Estado

Verificaccedilatildeo ao corte em arranque muro Criteacuterio JCalavera Muros de suporte e muros de cave

Maacuteximo 7749 KNmCalculado 9847 KNm Natildeo verifica

Espessura miacutenima do tramo Jimeacutenez Salas JA Geotecnia y Cimientos II (Cap 12)

Miacutenimo 20 cmCalculado 25 cm Verifica

Separaccedilatildeo livre miacutenima armaduras horizontaisNorma REBAP Artigo 772 Miacutenimo 2 cm

- Tardoz Calculado 134 cm Verifica

- Face exterior Calculado 188 cm Verifica

Separaccedilatildeo maacutexima armaduras horizontais Artigo 1262 da norma REBAP Maacuteximo 30 cm



Armadura miacutenima de distribuiccedilatildeo horizontal por face Artigo 1261 da norma REBAP Miacutenimo 00005

- Tardoz (-1000 m) Calculado 000099 Verifica

- Face exterior (-1000 m) Calculado 000041 Natildeo verifica

Quantidade miacutenima mecacircnica horizontal por face Artigo 1081 da norma REBAP

- Tardoz Miacutenimo 000093Calculado 000099 Verifica

- Face exterior Miacutenimo 000029Calculado 000041 Verifica

Quantidade miacutenima geomeacutetrica vertical face traccionada Artigo 901 da norma REBAP Miacutenimo 00015



Quantidade miacutenima geomeacutetrica vertical face comprimida Artigo 901 da norma REBAP Miacutenimo 00015

- Face exterior (-1000 m) Calculado 000148 Natildeo verifica - Face exterior (-720 m) Calculado 000192 Verifica


trabalho1

Paacutegina 6



Referecircncia Muro subt (trabalho1)


Quantidade maacutexima geomeacutetrica de armadura vertical total Artigo 1252 da norma REBAP Maacuteximo 004

- (000 m) Calculado 00206 Verifica

- (-720 m) Calculado 000795 Verifica

Separaccedilatildeo livre miacutenima armaduras verticaisNorma REBAP Artigo 772 Miacutenimo 2 cm



Afastamento maacuteximo entre varotildeesNorma REBAP Artigo 105 Maacuteximo 15 cm

- Armadura vertical Tardoz Calculado 10 cm Verifica

- Armadura vertical Face exterior Calculado 10 cm Verifica

Verificaccedilatildeo agrave flexatildeo composta

Artigo 52 da norma REBAP Natildeo verificaVerificaccedilatildeo ao esforccedilo transverso Artigo 53 da norma REBAP


Verificaccedilatildeo de fendilhaccedilatildeo Artigo 70 da norma REBAP

Maacuteximo 02 mmCalculado 0327 mm Natildeo verifica

Comprimento de sobreposiccedilatildeo Artigo 842 da norma REBAP

- Base tardoz Miacutenimo 117 mCalculado 12 m Verifica

- Base face exterior Miacutenimo 052 mCalculado 055 m Verifica

Verificaccedilatildeo da amarraccedilatildeo da armadura base no coroamento

Criteacuterio JCalavera Muros de suporte e muros de cave Calculado 15 cm - Tardoz Miacutenimo 15 cm Verifica

- Face exterior Miacutenimo 0 cm Verifica

Aacuterea miacutenima longitudinal face superior viga de coroamento JCalavera (Muros de contenccedilatildeo e muros de cave)

Miacutenimo 62 cm2Calculado 62 cm2 Verifica

Existem verificaccedilotildees que natildeo se cumprem

Informaccedilatildeo adicional

- Cota da secccedilatildeo com a miacutenima relaccedilatildeo quantidade horizontal quantidade vertical Tardoz -1000 m

- Cota da secccedilatildeo com a miacutenima relaccedilatildeo quantidade horizontal quantidade vertical Face exterior -1000m

- Secccedilatildeo criacutetica agrave flexatildeo composta Cota -1000 m Md 336430 KNmm Nd 19607 KNm

- Secccedilatildeo criacutetica ao esforccedilo transverso Cota -882 m- Secccedilatildeo com a maacutexima abertura de fendas Cota -720 m M 82385 KNmm N 11397 KNm

Referecircncia Sapata contiacutenua subt (trabalho1)


Verificaccedilatildeo de estabilidadeValor introduzido pelo utilizador

- Coeficiente de seguranccedila ao derrube Miacutenimo 18Calculado 562 Verifica

- Coeficiente de seguranccedila ao deslizamento Miacutenimo 15Calculado 15 Verifica

Altura miacutenima - Sapata Norma REBAP Artigo 1021


Tensotildees sobre o terrenoValor introduzido pelo utilizador


trabalho1

Paacutegina 7





- Tensatildeo meacutedia Maacuteximo 02 MPa

Calculado 01476 MPa Verifica - Tensatildeo maacutexima Maacuteximo 025 MPaCalculado 01593 MPa Verifica

Flexatildeo em sapataVerificaccedilatildeo baseada em criteacuterios resistentes Calculado 4908 cm2m

- Armadura superior tardoz Miacutenimo 1732 cm2m Verifica

- Armadura inferior tardoz Miacutenimo 0 cm2m Verifica

- Armadura inferior face exterior Miacutenimo 4271 cm2m Verifica

Esforccedilo transversoNorma REBAP Artigo 53 (paacuteg68) Maacuteximo 19125 KNm

- Tardoz Calculado 2553 KNm Verifica

- Face exterior Calculado 6287 KNm Verifica

Comprimento de amarraccedilatildeoNorma REBAP Artigo 81 (paacuteg106)

- Arranque tardoz Miacutenimo 45 cmCalculado 420 cm Verifica

- Arranque face exterior Miacutenimo 36 cmCalculado 420 cm Verifica

- Armadura inferior tardoz (Patilha) Miacutenimo 0 cmCalculado 0 cm Verifica

- Armadura inferior face exterior (Patilha) Miacutenimo 0 cmCalculado 0 cm Verifica

- Armadura superior tardoz (Patilha) Miacutenimo 0 cmCalculado 0 cm Verifica

- Armadura superior face exterior Miacutenimo 28 cmCalculado 115 cm Verifica

Recobrimento

- Inferior Norma REBAP Artigo 78 (paacuteg102)


- Lateral Criteacuterio de CYPE Ingenieros


- Superior Norma REBAP Artigo 78 (paacuteg102)


Diacircmetro miacutenimo J Calavera Caacutelculo de Estructuras de Cimentacioacuten 4ordf edicioacuten INTEMAC Capiacutetulo316 (paacuteg129) Miacutenimo Oslash10

- Armadura transversal inferior Calculado Oslash25 Verifica - Armadura longitudinal inferior Calculado Oslash25 Verifica

- Armadura transversal superior Calculado Oslash25 Verifica

- Armadura longitudinal superior Calculado Oslash25 Verifica


- Armadura transversal inferior Calculado 10 cm Verifica

- Armadura transversal superior Calculado 10 cm Verifica

- Armadura longitudinal inferior Calculado 10 cm Verifica

- Armadura longitudinal superior Calculado 10 cm Verifica

Afastamento miacutenimo entre varotildees J Calavera Caacutelculo de Estructuras de Cimentacioacuten 4ordf edicioacuten INTEMAC Capiacutetulo

316 (paacuteg129) Miacutenimo 10 cm - Armadura transversal inferior Calculado 10 cm Verifica



trabalho1

Paacutegina 8






- Armadura longitudinal superior Calculado 10 cm VerificaQuantidade geomeacutetrica miacutenimaNorma REBAP Artigo 901 (paacuteg120) Miacutenimo 00015

- Armadura longitudinal inferior Calculado 000114 Natildeo verifica

- Armadura longitudinal superior Calculado 000114 Natildeo verifica

- Armadura transversal inferior Calculado 000114 Natildeo verifica

- Armadura transversal superior Calculado 000114 Natildeo verifica

Quantidade mecacircnica miacutenimaNorma REBAP Artigo 1081 (paacuteg135) Miacutenimo 000022

- Armadura longitudinal inferior Calculado 000114 Verifica

- Armadura longitudinal superior Calculado 000114 Verifica



- Momento flector desfavoraacutevel na secccedilatildeo de referecircncia do tardoz 253556 KNmm

- Momento flector desfavoraacutevel na secccedilatildeo de referecircncia da face exterior 620741 KNmm

13- VERIFICACcedilOtildeES DE ESTABILIDADE (CIacuteRCULO DEDESLIZAMENTO DESFAVORAacuteVEL)Referecircncia Verificaccedilotildees de estabilidade (Ciacuterculo de deslizamento desfavoraacutevel) subt (trabalho1)


Ciacuterculo de deslizamento desfavoraacutevelCombinaccedilotildees sem sismo

- Fase Coordenadas do centro do ciacuterculo (-757 m 1020 m) - Raio2820 m Valor introduzido pelo utilizador

Miacutenimo 15Calculado 2087 Verifica

Cumprem-se todas as verificaccedilotildees


- Fase Combinaccedilotildees sem sismo - Devido ao facto do ciacuterculo de deslizamento desfavoraacutevel passar peloelemento de contenccedilatildeo este deveraacute resistir a um esforccedilo de corte de pelo menos 3760 KNm naintersecccedilatildeo com o dito ciacuterculo Eacute necessaacuterio para garantir a validade do coeficiente de seguranccedilacalculado

14- MEDICcedilAtildeO

Referecircncia Muro A400 Total

Nome da armadura Oslash12 Oslash16 Oslash20 Oslash25Armadura base transversal Comprimento (m)

Peso (Kg)100x1015100x1602

101500160201

Armadura longitudinal Comprimento (m)Peso (Kg)

51x98651x875

5028644645

Armadura base transversal Comprimento (m)Peso (Kg)

100x1009100x2488

100900248835


67x98667x1556

66062104268

Armadura viga coroamento Comprimento (m)Peso (Kg)

2x9862x2432

19724863

Armadura inferior - Transversal Comprimento (m)Peso (Kg)

100x2041100x7865

204100786471

Armadura inferior - Longitudinal Comprimento (m)Peso (Kg)

205x986205x3799

202130778879


trabalho1

Paacutegina 9




Nome da armadura Oslash12 Oslash16 Oslash20 Oslash25

Armadura superior - Transversal Comprimento (m)Peso (Kg)

100x748100x2882

74800288231

Armadura superior - Longitudinal Comprimento (m)Peso (Kg)

64x98664x3799

63104243162

Arranques - Transversal - Esquerda Comprimento (m)Peso (Kg)

100x504100x795

5040079548

Arranques - Transversal - Direita Comprimento (m)Peso (Kg)

100x569100x1403

56900140324


99x72999x1798

72171177985

Totais Comprimento (m)Peso (Kg)

5028644645

217962344017

231943572007

5441342096743

3057412

Total com perdas(1000)

Comprimento (m)Peso (Kg)

5531549110

239758378418

255137629208

5985472306417

3363153

Resumo de mediccedilatildeo (incluem-se perdas de accedilo)A400 (Kg) Betatildeo (m3)

Elemento Oslash12 Oslash16 Oslash20 Oslash25 Total B30 (C2530) Limpeza

Referecircncia Muro 49109 378419 629208 2306417 3363153 96365 2055

Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpaγ betatildeo= 25 KNm3 Ambiente 2

micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

altura nivel freatico

8 m

Tipo de Solo

DIMENSIONAMENTO DO MURO DE SUPORTE - DRENAGEM A 47

Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo

Modelo de Caacutelculo




Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo

Verificaccedilatildeo da Seguranccedila ao deslizamento e ao derrube

983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886

= 30 Natildeo Verifi


B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu

pemanentesobercarga tan c

γ λ γ γ iS BiqSq qqicSc ccqult timestimestimestimestimes+timestimestimes+timestimestimes= 21


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033

a1 = 1634775 Is= 373725 KNml sobrecarga

a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=

Isol W F F based desl est getimeshArrge δ tan

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m

Armadura longitudinal

= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m

Armadura de distribuiccedilatildeo

= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f

fdbA timestimestimesω=

sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( micro+timesmicro=ω

syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2


d)d61(60V w1cd timestimesminustimesτtimes=

Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m


Fase 1 Fase Com niacutevel freaacutetico tardoz ateacute agrave cota -700 mCom niacutevel freaacutetico face exterior ateacute agrave cota -1000 m

8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA








Maacuteximo 6021 KNmCalculado 5226 KNm Verifica











- Face exterior (-1000 m) Calculado 000053 Verifica








- Face exterior (-1000 m) Calculado 000191 Verifica - Face exterior (-720 m) Calculado 000243 Verifica


trabalho1

Paacutegina 6















Artigo 52 da norma REBAP VerificaVerificaccedilatildeo ao esforccedilo transverso Artigo 53 da norma REBAP



Maacuteximo 02 mmCalculado 0168 mm Verifica













- Secccedilatildeo criacutetica agrave flexatildeo composta Cota -835 m Md 94703 KNmm Nd 11951 KNm Vd 34394KNm Tensatildeo maacutexima do accedilo 347826 MPa

- Secccedilatildeo criacutetica ao esforccedilo transverso Cota -907 m

- Secccedilatildeo com a maacutexima abertura de fendas Cota -1000 m M 105513 KNmm N 15931 KNm









trabalho1

Paacutegina 7






- Tensatildeo meacutedia Maacuteximo 02 MPaCalculado 01177 MPa Verifica

- Tensatildeo maacutexima Maacuteximo 025 MPaCalculado 01363 MPa Verifica






- Tardoz Calculado 1602 KNm Verifica - Face exterior Calculado 3644 KNm Verifica








Recobrimento







Diacircmetro miacutenimo

J Calavera Caacutelculo de Estructuras de Cimentacioacuten 4ordf edicioacuten INTEMAC Capiacutetulo 316(paacuteg129) Miacutenimo Oslash10 - Armadura transversal inferior Calculado Oslash25 Verifica

- Armadura longitudinal inferior Calculado Oslash25 Verifica








Afastamento miacutenimo entre varotildees J Calavera Caacutelculo de Estructuras de Cimentacioacuten 4ordf edicioacuten INTEMAC Capiacutetulo 316(paacuteg129) Miacutenimo 10 cm


trabalho1

Paacutegina 8






- Armadura transversal superior Calculado 10 cm Verifica - Armadura longitudinal inferior Calculado 10 cm Verifica


Quantidade geomeacutetrica miacutenimaNorma REBAP Artigo 901 (paacuteg120) Miacutenimo 00015



- Armadura transversal inferior Calculado 000213 Verifica

- Armadura transversal superior Calculado 000213 Verifica










Ciacuterculo de deslizamento desfavoraacutevelCombinaccedilotildees sem sismo - Fase Coordenadas do centro do ciacuterculo (-410 m 353 m) - Raio

1753 m Valor introduzido pelo utilizador

Miacutenimo 15Calculado 132 Natildeo verifica

Natildeo cumpre nenhuma verificaccedilatildeo





100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534

Armadura superior - Transversal Comprimento (m)

Peso (Kg)

100x448

100x1726

44800

172630Armadura superior - Longitudinal Comprimento (m)

Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521



Referecircncia Muro 49109 343175 521240 1270997 2184521 32375 1125Totais 49109 343175 521240 1270997 2184521 32375 1125


trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4

DIMENSIONAMENTO DO MURO DE SUPORTE - COM DRENAGEM A

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo

Modelo de CaacutelculoGeometria do Muro




Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml

Iw1= 000 KNml Iw2= 0 KNml

Iw3= 0 KNml

wsolo=

Verificaccedilatildeo agrave Seguranccedila de Deslizamento e Derrube

983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

h K Q I aSob timestimes=

2

2

1h K I soloa solo timestimestimes= γ

Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza

)Derrube( ge= sumsum

φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica

favoravel desfavoravelB 1 135 15 1 1 1

C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=

W= 185000 KNml wsolo=

Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base

d desl est getimeshArrge δ tan

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1

99450 59829 Verifica

25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951

Colocar esta armadura na face inferior e superior da sapata para resistir a tracccedilotildees que surgem junto aacute face supe


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3





12- VERIFICACcedilOtildeES DE ESTABILIDADE (CIacuteRCULO DE DESLIZAMENTO

DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA

MUROAltura 1000 mEspessura superior 250 cm





trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS

CARGAS NO TARDOZ Tipo Cota Dados Fase inicial Fase final



FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m

9- COMBINACcedilOtildeES

HIPOacuteTESES DE ACCcedilOtildeES

1 - Permanente 2 - Impulso de terras

3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7




























Nome da armadura Oslash12 Oslash16 Oslash20

Armadura base transversal Comprimento (m)

Peso (Kg)

100x1012

100x1597

101200

159728Armadura longitudinal Comprimento (m)Peso (Kg)

51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802

Armadura inferior - Longitudinal Comprimento (m)

Peso (Kg)

88x986

88x2432

86768

213983Armadura superior - Transversal Comprimento (m)Peso (Kg)

100x368100x908

3680090754


trabalho1

Paacutegina 8





Armadura superior - Longitudinal Comprimento (m)

Peso (Kg)

26x986

26x2432

25636

63222Arranques - Transversal - Esquerda Comprimento (m)Peso (Kg)

100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348


Elemento Oslash12 Oslash16 Oslash20 Total B30 (C2530) Limpeza

Referecircncia Muro 49110 333799 1130439 1513348 21988 885

Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios

Neste 1 trabalho optaacutemos por uma estrutura de contenccedilatildeo riacutegida mais

especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio

desempenha um papel fundamental na respectiva estabilidade

Inicialmente comeccedilamos por efectuar um muro com uma forma em L

(ldquo Cantilever rdquo) o qual chegamos a conclusatildeo que natildeo seria o mais a apropriado para

esta soluccedilatildeo uma vez que tiacutenhamos um niacutevel freaacutetico ateacute a rasante do muro e este natildeo

conseguiria suportar os esforccedilos causados por este Deste modo decidimos que era

melhor ter um muro de suporte como a fig Indica

Fig1‐Muro

adoptado

Ao longo do trabalho foram surgindo vaacuterios problemas Inicialmente

comeccedilamos por adoptar um niacutevel freaacutetico ateacute ao topo do muro o que nos prejudicou

nas verificaccedilotildees da seguranccedila tanto no dimensionamento externo como interno Com

estas condiccedilotildees obtivemos um muro de grandes dimensotildees o qual numa perspectiva

construtiva e economia natildeo seria a mais viaacutevel

Fig2 ‐ Situaccedilatildeo sem drenagem

NF



Face a situaccedilatildeo exposta tivemos que pensar numa soluccedilatildeo alternativa situaccedilatildeo

essa que passava pela construccedilatildeo de um muro de suporte com as caracteriacutesticas geomeacutetricas iguais agrave situaccedilatildeo anterior mas contendo um sistema de drenagem Nesta

fase avaliaacutemos a situaccedilatildeo de drenagem sob duas formas a primeira com uma

drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47

Fig3‐ Situaccedilatildeo com drenagem a 100


NF

8m

Na primeira situaccedilatildeo (fig3) todas as condiccedilotildees foram verificadas e as medidas geomeacutetricas dos muros satildeo favoraacuteveis agrave sua construccedilatildeo Na segunda situaccedilatildeo (fig4)

tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um

pouco superiores face agrave primeira situaccedilatildeo Em termos praacuteticos se nos fosse proposto este trabalho sugeriacuteamos como

soluccedilatildeo um muro de betatildeo com drenagem a 100 Se por algum motivo o dono de

obra natildeo puder efectuar esta obra dariacuteamos como soluccedilatildeo alternativa um muro com

drenagem a 47 Eacute importante referir que estas aacuteguas drenadas devem ser orientadas para um poccedilo as quais posteriormente seriam bombadas para outro local como por exemplo a rede de aacuteguas pluviais

Foi nos ainda proposto neste trabalho efectuar uma comparaccedilatildeo conclusatildeo

sobre os resultados obtidos manualmente e o programa de caacutelculo ldquo CYPE rdquo Relativamente ao ldquo CYPE rdquo



‐ A soluccedilatildeo inicial (fig2) o ldquo CYPE ldquo natildeo consegue efectuar visto que tem

limitaccedilotildees limitaccedilotildees essas que passam por natildeo conseguir dimensionar muros com

dimensotildees na base (superiores que 10metros)

‐ Na segunda situaccedilatildeo (fig3) este dimensiona sem qualquer problema ou seja

verifica todas as condiccedilotildees mas eacute importante referir que com as mesmas condiccedilotildees o

ldquo CYPE rdquo fornece

nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro

dimensionado com auxiacutelio da folha de Excel

‐ Na terceira situaccedilatildeo (fig4) este programa auxiliar dimensiona sem qualquer

dificuldade e tal como na segunda situaccedilatildeo nesta tambeacutem se verifica dimensotildees

menores comparado com o dimensionamento em folha de Excel

Assim sendo podemos concluir que o programa ldquo CYPE rdquo apesar das suas

restriccedilotildees eacute um programa de faacutecil manuseamento e obtecircm valores muito fiaacuteveis



INTRODUCcedilAtildeO

Uma obra de contenccedilatildeo lateral de solos acontece quando a superfiacutecie lateral de

um maciccedilo

tem

uma

inclinaccedilatildeo

em

relaccedilatildeo

agrave horizontal

maior

do

que

aquela

que

assumiria sem o auxiacutelio de qualquer acccedilatildeo exterior O reconhecimento das caracteriacutesticas do terreno nas obras de contenccedilatildeo de

terra sejam os terrenos que satildeo suportados ou aqueles onde a estrutura de contenccedilatildeo

se apoia devem ser investigados com tanto maior rigor quanto maior a importacircncia da

obra em termos engenharia No reconhecimento do terreno eacute objecto de especial atenccedilatildeo a detecccedilatildeo de camadas moles mesmo de pouca espessura pois podem

tornar ‐se em superfiacutecies de escorregamento comprometendo a estabilidade da

estrutura Tambeacutem ao se verificar sob a fundaccedilatildeo terrenos muito compressiacuteveis teraacute de

se ter em conta os possiacuteveis assentamentos sendo recomendaacutevel providenciar no

sentido de

evitar

assentamentos

diferenciais

Eacute tambeacutem de capital importacircncia o conhecimento dos niacuteveis de aacutegua e as suas variaccedilotildees sazonais bem como a sua composiccedilatildeo quiacutemica por poder ser agressiva ao

cimento ou inferior na sua presa Os conhecimentos dos niacuteveis de aacutegua satildeo essenciais para a determinaccedilatildeo das solicitaccedilotildees na estrutura devendo a pressatildeo da aacutegua ser adicionada ao impulso activo ou passivo do terreno ser considerado submerso

As condiccedilotildees gerais de execuccedilatildeo de obras de contenccedilatildeo de solos teratildeo de ser verificadas natildeo soacute durante a sua construccedilatildeo mas tambeacutem apoacutes a mesma Durante a

construccedilatildeo deveraacute ser tomada em conta as consideraccedilotildees meteoroloacutegicas ponderando

sobriamente as vantagens e desvantagens de executar a obra em condiccedilotildees de clima

desfavoraacuteveis a esta

As

modificaccedilotildees

do

regime

de

aacutegua

dos

solos

que

normalmente

satildeo alterados do decurso da obra tecircm de ser contabilizados de modo a natildeo

interferirem nem com obras vizinhas nem com o previsto no dimensionamento e na

execuccedilatildeo corrente Tambeacutem escavaccedilotildees junto ao peacute da contenccedilatildeo satildeo operaccedilotildees delicadas que podem levar agrave perda de estabilidade da estrutura por diminuiccedilatildeo do

impulso passivo Devem ser elaborados processos onde se explanem os megravetodos de execuccedilatildeo

pormenorizaccedilatildeo de dispositivos construtivos a adoptar indicaccedilotildees dos movimentos de

terras impostos pela metodologia da execuccedilatildeo da obra definir ‐se plataformas e

acessos agraves zonas de trabalho etc Se possivel dereraacute prever ‐se as execuccedilotildees das partes

mais delicadas

das

obras

para

a fase

do

calendario

com

clima

probabilisticamente

mais

ameno A sequecircncia da obra eacute tambeacutem um factor muito importante na sua concepccedilatildeo para que natildeo haja choque entre as obras provisoacuterias provavelmente com escoras ou

entivaccedilotildees de caracter natildeo definitivo e a obra final No seu planeamento tambeacutem o local de estaleiro a colocccedilatildeo de material e

maquinas pesadas os locais de descarga de terras de vazadouro e de terras de

substituiccedilatildeo no caso de existitem devem ser previstos de modo a que natildeo interfiram

com as solicitaccedilotildees proprias do dimensionamento







Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


μ = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


Tipo de Solo

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2640 KNml

I0 = 33264 KNml


Iw2= 1680 KNml

Iw3= 1400 KNml

wsolo



estrutura diferente


rasante do terreno


‐ Colocamos

uma

sobcarga

de

5 kNm

correspondente

a um

parque

de

estacionamento

φ

φ

sen

senK a +

minus=

1

1

hK Q I aSob

timestimes=

2

2

1hK I


Dados




= 229 Verifica




H= 145904 KN

N= 577500 KNM= 1737833 KNm

= 2198152958


51F F FS desl



MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum

N




= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564


= 1913856263

= 33 Verifica



1


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult




B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro













Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


μ = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


Tipo de Solo

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2640 KNml

I0 = 33264 KNml


Iw2= 1680 KNml

Iw3= 1400 KNml

wsolo



estrutura diferente


rasante do terreno


‐ Colocamos

uma

sobcarga

de

5 kNm

correspondente

a um

parque

de

estacionamento

φ

φ

sen

senK a +

minus=

1

1

hK Q I aSob

timestimes=

2

2

1hK I


Dados




= 229 Verifica




H= 145904 KN

N= 577500 KNM= 1737833 KNm

= 2198152958


51F F FS desl



MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum

N




= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564


= 1913856263

= 33 Verifica



1


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult




B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










Ka= 033


IS = 2640 KNml

I0 = 33264 KNml


Iw2= 1680 KNml

Iw3= 1400 KNml

wsolo



estrutura diferente


rasante do terreno


‐ Colocamos

uma

sobcarga

de

5 kNm

correspondente

a um

parque

de

estacionamento

φ

φ

sen

senK a +

minus=

1

1

hK Q I aSob

timestimes=

2

2

1hK I


Dados




= 229 Verifica




H= 145904 KN

N= 577500 KNM= 1737833 KNm

= 2198152958


51F F FS desl



MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum

N




= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564


= 1913856263

= 33 Verifica



1


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult




B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 229 Verifica




H= 145904 KN

N= 577500 KNM= 1737833 KNm

= 2198152958


51F F FS desl



MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum

N




= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564


= 1913856263

= 33 Verifica



1


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult




B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 184

= 3013

= 2009

= 056

= 053

= 042

= 87066564


= 1913856263

= 33 Verifica



1


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

Nq N

g Nq Nc

e Nq x

3

3

cot1

1

1

cot

701

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+minus=

minusminustimes

=

⎟⎟ ⎠

⎞⎜⎜⎝

⎛

+times

minus=

φ γ

φ

g BLcV

H i

Nq

Nqiqic

g BLcV

H iq

4ou3ge= N

QFS ult




B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










B 1 135 15 1 1 1

C 1 1 13 125 16 14

Caso B

= 2479

= 041

Is= 492 KNml

Io= 153144 KNml

W= 645000 KNml

Fest= 2445078Fdesl= 185234



Eurocoacutedigo 7

caso tan

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =

marctg k

d γ

φ φ

tan

d

d

assen

senK 1

1

φ φ

+minus=




Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Caso C

= 30

= 033

Iw=

Is= 4264 KNml Iw1=

Io= 63824 KNml Iw2=

Iw3=


Fest= 2800726

Fdesl= 21108

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ = marctg k

d γ φ φ tan

d

d

assen

senK

1

1

φ

φ

+

minus=




Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Msd = 1267792 KNmm Vsd = 145904 KNm



= 4425 cm2m

ARMADURA EXTERIOR



‐ Esforccedilos

e diagramas

foram

obtidos

atraveacutes

de

um


100

dbAs min

timestimesρ=




= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 00728

= 00781

= 13249 cm2m


= 2650 cm2m


= 4425 cm2m


= 00728

= 00781

ARMADURA INTERIOR

cd2rd

f db

M

timestimes=μ

)1(times=ω

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω



= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 13249 cm2m


= 2650 cm2m

= 150450 KNm

= 1

150450 145904 Verifica

150000 KNm2

ver peso d

fazer novo

2000



Vsd Vcd ge

1)d61( geminus

ge

syd

cds

f


sd A A times= 20



2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









2951 KNm2

4000 m

150000 KNm2

2000

951 KNm2

Mmax 15 = 900000 KNm

Vmax 15 = 225000 KNm






= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 891 cm2m


= 00127

= 00129

= 4402 cm2m


= 880 cm2m


= 303450 KNm

1

303450 225000 Verifica


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( μ+timesμ=ω

syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









240500 KN

5 KNm2

2951

12000 KNm2

247000 KNm2





2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









2951

9049 KNm2

Mmax 15 = 2408250 KNm

Vmax 15 = 370500 KNm


= 891 cm2m


= 00340

= 00352


100

dbAs min

timestimesρ=

cd2rd

f db

M

timestimes=μ

)1( +times=ω



= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 12026 cm2m


= 2405 cm2m


= 303450 KNm

16



syd

cds


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










500 KNm225cm

1280135

640 (cm)

1 0 0 0

(cm)

4 3 0

Rasante

-1000 m

000 m

-1430 m

-1000 m-1000 m-1000 m

-1430 m

000 m000 m







FASE 1 FASE







000 000 000 000 167 000

-099 738 803 272 495 966

-199 1752 2921 1957 828 1947

-299 3035 6354 6354 1162 2928

-399 4588 11101 14763 1495 3909

-499 6411 17162 28483 1828 4890

-599 8504 24538 48815 2162 5871

-699 10867 33228 77056 2495 6852

-799 13499 43233 114508 2828 7833

-899 16401 54552 162468 3162 8814

-999 19573 67185 222238 3495 9795


67318Cota -1000 m

222900Cota -1000 m

3500Cota -1000 m

9810Cota -1000 m

Miacutenimos 000

Cota 000 m

000

Cota 000 m

000

Cota 000 m

167

Cota 000 m

000

Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro















000 000 000 000 000 000

-099 738 638 190 328 966-199 1752 2589 1627 662 1947

-299 3035 5855 5609 995 2928

-399 4588 10436 13436 1328 3909

-499 6411 16331 26408 1662 4890

-599 8504 23540 45825 1995 5871

-699 10867 32063 72984 2328 6852

-799 13499 41901 109188 2662 7833

-899 16401 53053 155733 2995 8814

-999 19573 65520 213921 3328 9795


65651Cota -1000 m

214566Cota -1000 m

3333Cota -1000 m

9810Cota -1000 m


000Cota 000 m

-000Cota -007 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro
















































trabalho1

Paacutegina 7





















Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro



























Recobrimento




















trabalho1

Paacutegina 8





























Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro



































Peso (Kg)100x1015100x1602

101500160201


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x2041100x7865

204100786471


205x986205x3799

202130778879


trabalho1

Paacutegina 9






100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












100x748100x2882

74800288231


64x98664x3799

63104243162


100x504100x795

5040079548


100x569100x1403

56900140324


99x72999x1798

72171177985


5028644645

217962344017

231943572007

5441342096743

3057412



5531549110

239758378418

255137629208

5985472306417

3363153




Totais 49109 378419 629208 2306417 3363153 96365 2055


trabalho1

Paacutegina 10







Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro













Betatildeo 4

fcd = 20000 Kpa



micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2


8 m

Tipo de Solo


Geometria

Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










Ka= 031


ia1 = 1090

ia2 = 14315

ia3 = 33488

ia4 = 8350

Iw= 320 KNml

Iw1= 13005 KNml Iw2= 11169 KNml

Iw3= 31755 KNml

wsolo


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141 983141983155983156983154

983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273 983154983137983155

983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1

Dados




= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 379 Verifica




H= 76238 KN

N= 501030 KN

M= 1517009 KNm

= 1584443904


51 F

F

FS desl

est

todeslizamen ge=

sum

sum


MFS

antesinstabiliz

ntesestabiliza

)Derrube( ge=sumsum




= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 184

= 3013

= 2009

= 071

= 070

= 061

= 93604443


= 1483109886



B 1 135 15 1 1 1

C 1 1 13 125 16 14

Eurocoacutedigo 7


caso cu




φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x

3

3

cot1

1

1

cot

701

+minus=

minusminustimes

=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Caso B

= 30

= 033


a2 = 1932549 Io= 4317084338 KNml solo

a3 = 5023134

a4 = 1127304

W= 477975 KNml

Fest= 247860

Fdesl= 1109571

Caso C

= 2479

= 041

Iw=

a1 = 1416805 Is= 323895 KNml Iw1=

a2 = 1431518 Io= 696000525 KNml Iw2=

a3 = 4353383 Iw3= a4 = 83504


Fest= 264424

Fdesl= 9753250

=

marctg k

d γ

φ φ

tan

d

d as

sen sen K

1

1

φ φ

+

minus=


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Msd = 684247 KNmm Vsd = 76238 KNm



= 4425 cm2m


= 00393

= 00409


ARMADURA EXTERIOR


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro

)1( +timesmicro=ω



= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 6927 cm2m


= 1385 cm2

m


= 4425 cm2m


= 00393

= 00409

= 6927 cm2m


= 1385 cm2m

ARMADURA INTERIOR

syd

cds

f


sd A A times= 20

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A A times= 20



= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 150450 KNm

= 1

150450 76238 Verifica

123750 KNm2

ver peso d

fazer novo

2000

2951 KNm2

3300 m

123750 KNm2



Vsd Vcd ge

1)d61( geminus

ge




2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









2000

951 KNm2

Mmax 15 = 612563 KNm

Vmax 15 = 185625 KNm


= 756 cm

2

m


= 00120


100

db

As min

timestimesρ

=

cd2

rd

fdb

M

timestimes=micro



= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 00122

= 3527 cm2m


= 705 cm2m


= 257550 KNm

1

257550 185625 Verifica



syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









166500 KN

5 KNm2

2951

12000 KNm2

171000 KNm2

2951

9049 KNm2

Mmax 15 = 1154250 KNm

Vmax 15 = 256500 KNm







= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 756 cm2m


= 00226

= 00231

= 6717 cm2m


= 1343 cm2m


= 257550 KNm

16

257550 256500 Verifica


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









IacuteNDICE



3- DADOS GERAIS 2



6- GEOMETRIA 3


8- CARGAS 4






9



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












3- DADOS GERAIS




ESTRATOS





trabalho1

Paacutegina 2




-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










-100 m

-200 m

-300 m

-400 m

-500 m

-600 m

-700 m

-800 m

-900 m

-1000 m

000 m

1 - Areia solta

6- GEOMETRIA

MURO






trabalho1

Paacutegina 3




500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










500 KNm225cm

680105

340 (cm)

1 0 0 0

(cm)

2 3 0

Rasante

-1000 m

000 m

-1230 m

-1000 m-1000 m-1000 m

-1230 m

000 m

-700 m



8- CARGAS

CARGAS NO TARDOZ




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000

-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20806 54895 4695 966

-899 13432 27125 78260 5028 1947

-999 15906 34757 108505 5362 2928


34840Cota -1000 m

108846Cota -1000 m

5367Cota -1000 m

2943Cota -1000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m


trabalho1

Paacutegina 4









000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro















000 000 000 000 000 000

-099 702 291 082 591 000-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000

-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19475 49575 4528 966

-899 13432 25626 71525 4862 1947

-999 15906 33092 100188 5195 2928


33174Cota -1000 m

100513Cota -1000 m

5200Cota -1000 m

2943Cota -1000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m



3 - Sobrecarga



1 100 100

2 150 100

3 100 1504 150 150

5 100 100 150

6 150 100 150

7 100 150 150

8 150 150 150



1 100 1002 100 100 060


trabalho1

Paacutegina 5






TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












TRAMOS






SAPATA





























trabalho1

Paacutegina 6










































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro
















































trabalho1

Paacutegina 7





















Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro



























Recobrimento



















trabalho1

Paacutegina 8






























100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro




































100x1012100x1597

101200159728


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x1111100x4281

111100428108


112x986112x3799

110432425534


Peso (Kg)

100x448

100x1726

44800


Peso (Kg)34x986

34x379933524

129180


trabalho1

Paacutegina 9






100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












100x304100x480

3040047981


100x369100x910

3690091001


99x52999x1305

52371129155


5028644645

197662311977

192143473854

2998561155452

1985928



5531549110

217428343174

211357521240

3298421270997

2184521





trabalho1

Paacutegina 10





Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro











Tipo de Solo

Betatildeo 4

fcd = 20000 Kpa


τ2 = 6000 Kpa


micro = 028

Rec= 005 m


φ = 46 ordm

fsyd= 348000 Kpa

ρ = 015

5 KNm2

4


Betatildeo

Accedilo

B35

A400

Moder Agressivo


Outro Solo





Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










Ka= 033


IS = 2310 KNml

I0 = 57519 KNml

Iw= 0 KNml


Iw3= 0 KNml

wsolo=


983085 983109983155983139983151983148983144983141983149983151983155 983141983155983156983141 983149983157983154983151 983137983152983283983155 983156983141983154983149983151983155 983141983142983141983139983156983157983137983140983151 983158983265983154983145983137983155 983156983141983150983156983137983156983145983158983137983155 983139983151983149 983151983157983156983154983151983155 983149983157983154983151983155 983140983141

983141983155983156983154983157983156983157983154983137 983140983145983142983141983154983141983150983156983141983086

983085983124983137983149983138983273983149 983139983151983150983155983145983140983141983154983137983149983151983155 983141983155983156983141 983156983145983152983151 983140983141 983149983157983154983151983084 983152983151983145983155 983156983145983158983141983149983151983155 983141983149 983139983151983150983156983137 983157983149 983150983145983158983141983148 983142983154983141983265983156983145983139983151 983137983156983273

983154983137983155983137983150983156983141 983140983151 983156983141983154983154983141983150983151

983085 983105983155983155983145983149983084 983141983155983156983137983149983151983155 983152983141983154983137983150983156983141 983157983149 983149983157983154983151 983140983141 983138983141983156983267983151 983137983154983149983137983140983151

983085 983107983151983148983151983139983137983149983151983155 983157983149983137 983155983151983138983139983137983154983143983137 983140983141 983093 983147983118983087983149983084 983139983151983154983154983141983155983152983151983150983140983141983150983156983141 983137 983157983149 983152983137983154983153983157983141 983140983141 983141983155983156983137983139983145983151983150983137983149983141983150983156983151

φ

φ

sen

sen K a +

minus=

1

1


2

2


Dados




= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 303 Verifica




=

H= 59829 KN

N= 314500 KN

M= 324567 KNm

= 8935983042

= 184

= 3013

= 2009


51 F

F FS

desl

est

todeslizamen ge=

sumsum


M

FS antesinstabiliz

ntesestabiliza


φ γ

φ

φ π φ π

tan)1(2

cot)1(

)24

(tan 2tan

minus=

minus=

+times=

q

g q c

e q x




= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









= 065

= 063

= 053

= 11034571


= 9860474368

= 31 Verifica


C 1 1 13 125 16 14

cupemanente

sobercarga tan c

Eurocoacutedigo 7


caso


1


3

3

cot1

1

1

cot

701

+minus=

minus

minustimes=

+times

minus=

φ γ

φ

g BLcV

H i

q

qiqic

g BLcV

H iq

4ou3ge=

Q FS ult



aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









aso B

= 30

= 033

Is= 3465 KNml

Io= 31185 KNml

W= 185000 KNml

Fest= 18157666

Fdesl= 65835

aso C

= 2479

= 041

Iw=

Is= 3003 KNml Iw1=

Io= 231 KNml Iw2=

Iw3=


Fest= 18157666

Fdesl= 5313

=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=

Isol W F F base


=

marctg k

d γ

φ φ

tan

d

d as

sen

sen K

1

1

φ

φ

+

minus=




Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Msd = 426888 KNmm Vsd = 59829 KNm



= 2925 cm2m

25 125



ARMADURA EXTERIOR

983085 983109983155983142983151983154983271983151983155 983141 983140983145983137983143983154983137983149983137983155 983142983151983154983137983149 983151983138983156983145983140983151983155 983137983156983154983137983158983273983155 983140983141 983157983149

983152983154983151983143983154983137983149983137 983140983141 983139983265983148983139983157983148983151(983119983155983155983137983081

100

dbAs min

timestimesρ=

φ




= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 00561

= 00593

= 6644 cm2m

32


= 1329 cm2m

25


= 2925 cm2m 25


= 00561

= 00593

= 6644 cm2m 32

ARMADURA INTERIOR

cd2

rd

fdb

M

timestimes=micro

)1( +times=ω

syd

cds

f


sd A A times= 20

φ

φ

100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 1329 cm2m 25

= 99450 KNm

= 1


25000 KNm2

2000

2951 KNm2

0667 m

25000 KNm2



Vsd Vcd ge

1)d61( geminus

ge


sd A A times= 20 φ



2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









2000 KNm2

951 KNm2

Mmax 15 = 25000 KNm

Vmax 15 = 37500 KNm


= 591 cm2m 32


= 00008

= 00008

= 182 cm2m 32


100

dbAs min

timestimesρ=

cd2

rd

fdb

M

timestimes=micro


syd

cds

f


φ

φ




= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 036 cm2m


= 201450 KNm

1

201450 37500 Verifica

129500 KN

5 KNm2

2951



sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









12000 KNm2

133000 KNm2

2951

9049 KNm2

Mmax 15 = 698250 KNm

Vmax 15 = 199500 KNm


= 591 cm2m



100

dbAs min

timestimesρ=




= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










= 00224

= 00229

= 5193 cm2m


= 1039 cm2m


= 201450 KNm

16

201450 199500 Verifica


cd

2rd

fdb

M

timestimes

=micro


syd

cds

f


sd A20A times=


Vsd Vcd ge

1)d61( geminus

ge



IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









IacuteNDICE



3- DADOS GERAIS 2


5- GEOMETRIA 2


7- CARGAS 3






DESFAVORAacuteVEL)8



trabalho1

Paacutegina 1






3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












3- DADOS GERAIS




ESTRATOS




5- GEOMETRIA






trabalho1

Paacutegina 2




500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro










500 KNm225cm

520 105 260 (cm)

1 0 0 0

(cm)

1 7 5

Rasante

-1000 m

000 m

-1175 m

-1000 m-1000 m

-1175 m

000 m

Fase 1 Fase

7- CARGAS




FASE 1 FASE







000 000 000 000 167 000

-099 702 456 164 758 000-199 1607 1514 1053 1358 000

-299 2707 3171 3260 1958 000

-399 4004 5429 7376 2558 000

-499 5497 8287 13994 3158 000

-599 7187 11744 23707 3758 000

-699 9072 15802 37105 4358 000

-799 11154 20460 54782 4958 000

-899 13432 25717 77329 5558 000

-999 15906 31575 105338 6158 000


31637Cota -1000 m

105648Cota -1000 m

6167Cota -1000 m

000Cota 000 m


000Cota 000 m

000Cota 000 m

167Cota 000 m

000Cota 000 m







000 000 000 000 000 000


trabalho1

Paacutegina 3



Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro









Cota(m)






-099 702 291 082 591 000

-199 1607 1182 723 1191 000

-299 2707 2673 2515 1791 000

-399 4004 4764 6049 2391 000-499 5497 7455 11919 2991 000

-599 7187 10746 20717 3591 000

-699 9072 14637 33033 4191 000

-799 11154 19128 49462 4791 000

-899 13432 24219 70594 5391 000

-999 15906 29910 97022 5991 000


29970Cota -1000 m

97315Cota -1000 m

6000Cota -1000 m

000Cota 000 m


000Cota 000 m

-000Cota -010 m

000Cota 000 m

000Cota 000 m




3 - Sobrecarga



1 100 100

2 150 100

3 100 150

4 150 150

5 100 100 1506 150 100 150

7 100 150 150

8 150 150 150



1 100 100

2 100 100 060


trabalho1

Paacutegina 4






TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












TRAMOS






SAPATA





























trabalho1

Paacutegina 5










































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro
















































trabalho1

Paacutegina 6





















Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro



























Recobrimento



















trabalho1

Paacutegina 7






























Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro




































Peso (Kg)

100x1012

100x1597

101200


51x98651x875

5028644645


100x1009100x2488

100900248835


67x98667x1556

66062104268


2x9862x2432

19724863


100x871100x2148

87100214802


Peso (Kg)

88x986

88x2432

86768


100x368100x908

3680090754


trabalho1

Paacutegina 8






Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












Peso (Kg)

26x986

26x2432

25636


100x250100x395

2500039458


100x315100x777

3150077684


99x46599x1147

46035113529


5028644645

192262303454

4167111027672

1375771



5531549110

211488333799

4583821130439

1513348




Totais 49110 333799 1130439 1513348 21988 885


trabalho1

Paacutegina 9





Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro











Comentaacuterios


especificamente um

ldquomuro

de

gravidaderdquo

em

betatildeo

nas

quais

o peso

proacuteprio







Fig1‐Muro

adoptado







NF






drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro












drenagem de

100

e a segunda

numa

situaccedilatildeo

a 47



NF

8m


tambeacutem

foram

verificadas

todas

as

condiccedilotildees

e

o

muro

passava

a

ter

dimensotildees

um















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro















nos

um

muro

de

contenccedilatildeo

com

menores

dimensotildees

do

que

o muro







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