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L 150 mB 25 mT 5 m

d 15 m

Baliza x(m) Seo w(ton/m) b(ton/m) q(ton/m) Qbaliza(ton) Q(ton)

1 0 02 15 1 0 128.124 128.124 1921.86 960.933 30 2 0 128.124 128.124 3843.72 2882.794 45 3 213.54 128.124 -85.416 2562.48 3203.15 60 4 213.54 128.124 -85.416 1281.24 1921.866 75 5 213.54 128.124 -85.416 0 640.627 90 6 213.54 128.124 -85.416 -1281.24 -640.628 105 7 213.54 128.124 -85.416 -2562.48 -1921.869 120 8 213.54 128.124 -85.416 -3843.72 -3203.1

10 135 9 0 128.124 128.124 -1921.86 -2882.7911 150 10 0 128.124 128.124 0 -960.93

-5000

-4000

-3000

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-10000

1000

2000

3000

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0 25 50 75 10Q(ton

)

Distribuio de Esforos Cortant

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dM(ton.m) M(ton.m)

014413.95 14413.9543241.85 57655.848046.5 105702.328827.9 134530.29609.3 144139.5

-9609.3 134530.2-28827.9 105702.3-48046.5 57655.8

-43241.85 14413.95-14413.95 -2.72848E-11

125 150

x(m)

es

Q

-20000

0

20000

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0 25 50 75 100 125

M(ton

.m)

Distribuio de Momentos Fletores

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150x(m)

M

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PAINELESPESSURA COMPR. REA N REA REA TOTAL

UNIDADES metro metro metro metro metro

Convs 1 0.020 6.50 0.1300 0.1300Costado 1-2 0.022 3.25 0.0715 0.0715Convs 2 0.010 6.50 0.0650 0.0650Costado 2-3 0.020 3.25 0.0650 0.0650Convs 3 0.007 6.50 0.0455 0.0455Costado 3-f 0.018 2.75 0.0495 0.0495Bojo 0.022 3.93 0.0865 0.0865Teto do DF 0.017 8.50 0.1445 0.1445Fundo 0.020 7.25 0.1450 0.1450Qulha 0.015 1.25 0.0188 0.0188Longarina 1 0.025 1.25 0.0313 0.0313Longarina 1 0.025 1.25 0.0313 0.0313P. marginal 0.020 0.73 0.0146 0.0146

0.8983

Altura da Linha Neutra yLN = me/ a 4.455

Momento de Inrcia com relao base Iz= Iprprio + Itransf 35.841

Meia Inrcia com relao linha neutra 1/2ILN= Iz - ( a) yLN2 18.012

Mdulo de resitncia no fundo Zfundo = I/yLN 8.086

Mdulo de resistncia no convs Zconvs = I/(Pontal-yLN) 4.938

ELEMENTO CHAPEAMENTO PERFISREA TRANSVERSAL

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PRPRIO TRANSFERNCIAmetro metro metro metro

11.750 1.5275 0.000 17.94810.125 0.7239 0.063 7.3938.500 0.5525 0.000 4.6966.875 0.4469 0.057 3.1295.250 0.2389 0.000 1.2543.875 0.1918 0.031 0.7740.907 0.0784 0.066 0.1371.250 0.1806 0.000 0.2260.000 0.0000 0.000 0.0000.625 0.0117 0.002 0.0100.625 0.0195 0.004 0.0160.625 0.0195 0.004 0.0160.732 0.0107 0.003 0.011

4.002 0.231 35.611

MOMENTO DE INRCIA DE REA (OUDE SEGUNDA ORDEM)

DIST. LINHABASE

MOMENTO ESTTICODE REA (OU DE 1

ORDEM)

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