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etapa 5 completa

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N=23

N=23Proiectarea fundatiilor continue sub stalpi

Se va proiecta prin metoda aproximativa si metoda Winkler o fundatie pentru cladirea proiectata.

Se cere sa se proiecteze fudatiile unui bloc de locuinte avand ca regim de inaltime P+10 etaje cu o structura de rezistenta pe cadre de beton armat.Din calcul static efectuat au rezultat momentele incovoietoare si fortele axiale (calculate in gruparea fundamentala) adoptandu-se ca sistem de fundare solutia de fundatii pe retele de grinzi.Dupa repartizarea sarcinilor axiale din noduri pe directie longitudinala si transversala se vor calcula fundatiile pentru o grinda longitudinala si una transversala in ipotezele:

a.Metoda aproximativa-se va calcula grinda longitudinala si transversala incarcata cu forte si momente.

b.Ipoteza deformatiilor elastice locale(Winkler)- se va calcula grinda transversala incarcata cu forte si momente si se va face armarea pentru aceasta grinda.

Stalpii vor avea sectiunea dreptunghiulara (45x55)cm2,iar grinzile sectiunea in T.

Date numerice personale: B-B2-2- Hg=1,30 mKs=2.35

- Bx=1.75m - Bx=1.55m

- By=1.55m

- By=1.65m

1.1 Calculul momentelor de inertie a grinzilor

a) Pentru grinzile A-A D-D:

b) Pentru grinzile B-B C-C

c) Pentru grinzile 1-1 5-5:

d) Pentru grinzile 2-23-34-4:

1.2.Calculul lungimilor elastice ale grinzilor

BC10;Eb=270000daN/cm2

a) pentru grinzile longitudinale A-A D-D

b) pentru grinzile longitudinale B-BC-C

c) pentru grinzile 1-15-5

d) pentru grinzile 2-23-34-4

1.3.Calculul incarcarilor in nodurile centrale(7,8,9,12,13,14)

1.4.Calculul incarcarilor in nodurile de pe grinzile transversale marginale(6,10,11,15)

pentru

1.5.Calculul incarcarilor in nodurile de pe grinzile longitudinale marginale(2,3,4,17,18,19)

pentru

1.4.Calculul incarcarilor in nodurile de colt (1,5,16,20)

,

pentru

pentru

1.Metoda aproximativa pentru grinda longitudinala B-B

1.Verificarea presiunii terenului de sub fundatie.

1.1.Calculul rezultantei incarcarilor

1.2. Calculul greutatii grinzii si a incarcarii totale

1.3.Presiunea efectiva sub talpa fundatiei

EMBED Equation.3

ml=1,6 q=Df (Terenul de fundare prezinta urmatoarele caracteristici:

, unde ;

2.Calcul static si de dimensionare a grinzii de fundare

472.7 878.1 878.1 878.1 472.7

A 1 a 2 b 3 c 4 d 5 B

1,1 6 6 6 6 1.1

2.1.Calculul fortei taietoare

TB=0

T6st=136.631.1=150.29kN

T6dr= T6st-472.7=150.29-472.7=-322.41kN

T7st= 136.63 7.1-472.7=497.37kN

T7dr= T7st-878.1=497.37-878.1=-380.73kN

T8st= 136.63 13.1-472.7-878.1=439.05kN

T8dr= T8st-878.1=439.05-878.1=-439.05kN

T9st= 136.63 19.1-472.7-878.12=380.73kN

T9dr= T9st-878.1=380.73-878.1=-497.37kN

T10st= 136.63 25.1-472.7-878.13=322.41kN

T10dr= T10st-878.1=322.41-878.1=-555.69kN

TB= 136.63 26.2-472.72-878.13=0kN

2.2.Calculul momentelor incovoietoare in dreptul stalpilor

MB=0

M6st=136.631.12/2=82.66kNm

M6dr= M6st-79.43=3.23kNm

M7st= 136.63 7.12/2-79.43-472.76=528.13kNm

M7dr= M7st-158.85=369.28kNm

M8st= 136.63 13.12/2-79.43-158.85-472.712-878.16=544.26kNm

M8dr= M8st+158.85=703.11kNm

M9st= 136.63 19.12/2-79.43-472.718-878.118=528.17kNm

M9dr= M9st+158.85=687.02kNm

M10st= 136.63 25.12/2-79.43+158.85-472.724-878.136=162.15kNm

M10dr= M10st+79.43=241.58kNm

MB= 136.63 26.22/2+158.85-472.726.2-878.139.3=158.93kNm

2.3.Corectarea momentelor incovoietoare din dreptul stalpilor

M6st=82.66-6.67=75.99kNm

M6dr= 3.23-6.67=3.44kNm

M7st= 528.13-43.07=485.06kNm

M7dr= 369.28-43.07=326.21kNm

M8st= 544.26-79.47=464.79kNm

M8dr= 703.11-79.47=623.64kNm

M9st= 528.17-115.86=412.31kNm

M9dr= 687.02-115.86=571.16kNm

M10st=162.15-152.58=9.57kNm

M10dr= 241.58-152.26=89.32kNm

MB=158.93-158.93=0kNm

2.4.Calculul momentelor incovoietoare in campuri

Ma=136.634.12/2-472.73-79.43=-349.15kNm

Mb=136.6310.12/2-472.79-878.13-79.43-158.85=-158.07kNm

Mc=136.6316.12/2-472.715-158.85+158.85-878.112-79.43=0.8kNm

Md=136.6322.12/2-472.721-878.127-158.85+158.85+158.85-79.43=-190.25kNm

2.5.Corectarea momentelor incovoietoare din campuri

Ma=-349.15-24.87=-74.02kNm

Mb=-158.07-61.27=-219.34kNm

Mc=0.8-97.66=-96.86kNm

Mc=-190.25-134.06=-324.31kNm

3.Metoda aproximativa pentru grinda transversala 2-2

1.Verificarea presiunii terenului de sub fundatie.

1.1.Calculul rezultantei incarcarilor

1.2. Calculul greutatii grinzii si a incarcarii totale

1.3.Presiunea efectiva sub talpa fundatiei

EMBED Equation.3

ml=1,6 q=Df (Terenul de fundare prezinta urmatoarele caracteristici:

, unde ;

2.Calcul static si de dimensionare a grinzii de fundare

1176.5 861.7 861.7 1176.5

A 1 a 2 b 3 c 4 B

1,1 4.8 4.8 4.8 1.1

2.1.Calculul fortei taietoare

TA=0

T2st=245.581.1=270.14kN

T2dr= T2st-1176.5=-906.36kN

T7st= 245.58 5.9-1176.5=272.42kN

T7dr= T7st-1146.5=-874.08kN

T12st= 245.58 10.7-1176.5-861.7=589.5kN

T12dr= T12st-861.7=-272.2kN

T17st= 245.58 15.5-1176.5-861.72=906.59kN

T17dr= T17st-861.7=44.89kN

TB= 245.58 16.6-1176.52-861.72=0.23kN

2.2.Calculul momentelor incovoietoare in dreptul stalpilor

MA=0

M2st=245.581.12/2=148.58kNm

M2dr= M2st-47.915=100.65kNm

M7st= 245.58 5.92/2-47.915-1176.54.8=-1420.8kNm

M7dr= M7st-95.83=-1516.6kNm

M12st= 245.58 10.72/2-47.915-95.83-1176.59.6-861.74.8=-1516.08kNm

M12dr= M12st+95.83=-1420.2kNm

M17st= 245.58 15.52/2-47.915-1176.514.4-861.714.4=102.3kNm

M17dr= M17st+47.915=150.2kNm

MB= 245.58 16.62/2+47.915+95.83-1176.516.6-861.716.6=145.64kNm

2.3.Corectarea momentelor incovoietoare din dreptul stalpilor

MA=0

M2st=148.58-9.65=138.9kNm

M2dr= 100.65-9.65=91kNm

M7st= -1420.8-51.76=-1472.56kNm

M7dr= -1516.6-51.76=1568.36kNm

M12st= -1516.08-93.87=-1609.95kNm

M12dr= -1420.2-93.87=-1514.07kNm

M17st= 102.3-135.99=-33.69kNm

M17dr= 150.2-135.99=-14.21kNm

MB= 145.64-145.64=0kNm

2.4.Calculul momentelor incovoietoare in campuri

Ma=245.583.52/2-1176.52.4-47.915=-1367.33kNm

Mb=245.588.32/2-1176.57.2-861.72.4-47.915-95.77=-2223.56kNm

Mc=245.5813.12/2-1176.512-95.77+95.77-861.77.2-47.915=701.84kNm

2.5.Corectarea momentelor incovoietoare din campuri

Ma=-1367.33-30.71=1398.04kNm

Mb=-2223.56-72.82=-2296.38kNm

Mc=701.84-114.93=586.91kNm

IPOTEZA DEFORMATIILOR ELASTICE LOCALE (METODA WINKLER)1. Se va calcula grinda longitudinala 2-2 incaracata cu fortele concentrate

k=1.5daN/cm2

Determinarea fortelor fictive:

Datorita simetriei de incarcare V1=V4 si V2=V3 . Fortele fictive vor rezulta din conditiile puse in capatul A al grinzii: MA=0 , TA=0.

Influenta fortelor V3 si V4, se poate neglija, deoarece se afla la distanta mare .

Sectiunea 1

Forta X Le 1 3 4 M Q

V111.256.68 1.69 0.1630 - 0.2054 - 0.02120 - 0.3427 0

V23.756.68 0.56 0.7863 0.1788 0.48255 0- 0.2413

1176.11.16.68 0.16 0.9757 0.6975 0.83658 1,368.8350 - 491.9502

861.75.96.68 0.88 0.5815 - 0.0575 0.26201 - 82.6251 - 112.8868

861.710.76.68 1.60 0.1947 - 0.2077 - 0.00648 - 298.6196 - 2.79212

1176.115.56.68 2.32 0.0047 - 0.1386 - 0.06694 - 272.0345 - 39.36409

715.5559 - 646.9933

EMBED Equation.3

Sectiunea 1(verificare)

Forta X Le 1 3 4 p M Q

208811.36.68 1.69 0.1630 - 0.2054 - 0.02120 19.60580- 715.5189 22.1292

-26823.756.68 0.56 0.7863 0.1788 0.48255 -121.51085- 800.2525 647.0932

1176.11.16.68 0.16 0.9757 0.6975 0.83658 66.12073 1,368.8350 491.9502

861.75.96.68 0.88 0.5815 - 0.0575 0.26201 28.87125- 82.6251 112.8868

861.710.76.68 1.60 0.1947 - 0.2077 - 0.00648 9.66751- 298.6196 - 2.7921

1176.115.56.68 2.32 0.0047 - 0.1386 - 0.06694 0.32040- 272.0345 - 39.3641

-268220.46.68 3.05 - 0.0428 - 0.0516 - 0.04722 6.61688 - -

208827.96.68 4.17 - 0.0212 0.0053 - 0.00793 -2.54461 - -

7.14710-800.215531231.90326

Y1=p1/k=0.03cm

Sectiunea 2

Forta X Le 1 3 4 p M Q

208812.356.68 1.85 0.1078 - 0.1945 - 0.04335 12.96456- 677.5841 45.2608

-26824.856.68 0.73 0.6827 0.0402 0.36143 -105.49770- 179.8807 484.6766

1176.106.68 - 1.0000 1.0000 1.00000 67.76721 1,962.6169 - 588.0500

861.74.86.68 0.72 0.6875 0.0456 0.36656 34.13420 65.6352 157.9327

861.79.66.68 1.44 0.2667 - 0.2039 0.03138 13.23956- 293.1875 13.5199

1176.114.46.68 2.16 0.0323 - 0.1603 - 0.06400 2.18967- 314.6288 - 37.6350

-268219.256.68 2.88 - 0.0398 - 0.0683 - 0.05407 6.15362 305.7754 72.5081

208826.756.68 4.01 - 0.0256 0.0021 - 0.01178 -3.08305 7.2033 - 12.2975

27.86805 875.9496 135.9156

Sectiunea 3

Forta X Le 1 3 4 p M Q

208813.556.68 2.03 0.0595 - 0.1759 - 0.05821 7.16168- 613.0599 60.7714

-26826.056.68 0.91 0.5672 - 0.0689 0.24910 -87.64629 308.5665 334.0482

1176.11.26.68 0.18 0.9714 0.6726 0.82199 65.82776 1,320.0692 - 483.3733

861.73.66.68 0.54 0.7998 0.2009 0.50037 39.71337 288.8731 215.5833

861.78.46.68 1.26 0.3577 - 0.1830 0.08731 17.75835- 263.2107 37.6167

1176.112.26.68 1.83 0.1146 - 0.1964 - 0.04085 7.76942- 385.3753 - 24.0246

-268218.056.68 2.70 - 0.0323 - 0.0890 - 0.06063 4.98716 398.2415 81.2997

208825.556.68 3.83 - 0.0306 - 0.0030 - 0.01684 -3.68402- 10.6270 - 17.5761

51.88742 1,043.4775 204.3453

Y3=p3/k=0.221cm

y2=p2/k=0.119cm

Sectiunea 4

Forta X Le 1 3 4 p M Q

208814.756.682.210.02265-0.15352-0.0654367062.724579-534.9157368.3159

-26827.256.681.0860.4559-0.1413970.157249466-70.453632.834294210.872

1176.12.46.680.360.898950.4077670.65335702960.91915800.289945-384.207

861.72.46.680.360.898950.4077670.65335702944.63399586.35307281.499

861.77.26.681.0790.46038-0.1390150.16068119322.8584-199.8989369.2295

1176.1116.681.6480.17704-0.206705-0.01483127911.99766-405.68243-8.72153

-268216.856.682.524-0.019-0.111696-0.0653283032.930143499.90474887.6053

208824.356.683.648-0.0354-0.010145-0.022776678-4.25998-35.349936-23.7789

71.35091343.53503300.814

Y4=p4/k=0.304cm

Sectiunea 5

Forta X Le 1 3 4 p M Q

208815.956.682.39-0.0043-0.129575-0.066946978-0.51961-451.4849869.8926

-26828.456.681.2660.35362-0.1843320.084644179-54.6477824.995173113.508

1176.13.66.680.5390.799840.2008910.5003673254.2032394.271426-294.241

861.71.26.680.180.971380.6726070.82199360948.2304967.182714354.156

861.766.680.8990.57192-0.0651810.25336995828.39665-93.72715109.164

1176.110.86.681.4680.25274-0.2055360.0235994717.12716-403.3889613.8777

-268215.656.682.3450.00158-0.135598-0.067010612-0.24362606.87912489.8612

208823.156.683.468-0.0395-0.019526-0.029526557-4.75556-68.035183-30.8257

87.790951776.69216425.393

Y5=p5/k=0.374cm

Sectiunea 6

Forta X Le 1 3 4 p M Q

208817.156.682.569-0.0229-0.105865-0.064385812-2.75596-368.8697367.2188

-26829.656.681.4460.26314-0.2043460.0293954-40.6646914.56953739.4192

1176.14.86.680.7190.687480.0456450.36656083246.5884189.5828397-215.556

861.706.68011149.65141437.96188430.85

861.74.86.680.7190.687480.0456450.36656083234.134265.6351781157.933

1176.19.66.681.4380.26665-0.2038910.03137960818.07015-400.1618.4528

-268214.456.682.1650.03088-0.15935-0.064236291-4.77177713.18615686.1409

208821.956.683.288-0.0424-0.031455-0.036912572-5.09764-109.59905-38.5367

95.154212342.30681545.922

Y6=p6/k=0.405cm

Sectiunea 7

Forta X Le 1 3 4 p M Q

208818.356.682.749-0.0346-0.083598-0.059121134-4.16808-291.2851461.7225

-268210.856.681.6250.18577-0.207281-0.010755125-28.7085927.702282-14.4226

1176.166.680.8990.57192-0.0651810.25336995838.75746-127.92445-148.994

861.71.26.680.180.971380.6726070.82199360948.2304967.182714354.156

861.73.66.680.5390.799840.2008910.5003673239.71337288.87313215.583

1176.18.46.681.2580.35766-0.1830440.08730814124.23766-359.2457751.3416

-268213.256.681.9850.07047-0.181052-0.055291669-10.89810.3122374.1461

208820.656.683.094-0.0431-0.047458-0.045284817-5.18677-165.36143-47.2773

101.98562050.25356546.255

y7=p7/k=0.434cm

Sectiunea 8

Forta X Le 1 3 4 p M Q

208819.556.682.929-0.041-0.063542-0.052253738-4.92863-221.4016854.5529

-268212.056.681.8050.12174-0.198135-0.038198982-18.8129886.770342-51.2248

1176.17.26.681.0790.46038-0.1390150.16068119331.19852-272.83409-94.4886

861.72.46.680.360.898950.4077670.65335702944.63399586.35307281.499

861.72.46.680.360.898950.4077670.65335702944.63399586.35307281.499

1176.17.26.681.0790.46038-0.1390150.16068119331.19852-272.8340994.4886

-268212.056.681.8050.12174-0.198135-0.038198982-18.8129886.77034251.2248

208819.556.682.929-0.041-0.063542-0.052253738-4.92863-221.40168-54.5529

104.18191957.77529562.998

y8=p8/k=0.443cm

Sectiunea 9

Forta X Le 1 3 4 p M Q

208820.756.683.109-0.0432-0.046111-0.04463852-5.19334-160.6674346.6026

-268213.256.681.9850.07047-0.181052-0.055291669-10.89810.31223-74.1461

1176.18.46.681.2580.35766-0.1830440.08730814124.23766-359.24577-51.3416

861.73.66.680.5390.799840.2008910.5003673239.71337288.87313215.583

861.71.26.680.180.971380.6726070.82199360948.2304967.182714354.156

1176.166.680.8990.57192-0.0651810.25336995838.75746-127.92445148.994

-268210.856.681.6250.18577-0.207281-0.010755125-28.7085927.70228214.4226

208818.356.682.749-0.0346-0.083598-0.059121134-4.16808-291.28514-61.7225

101.9792054.94757592.549

Y9=p9/k=0.434cm

Sectiunea 10

Forta X Le 1 3 4 p M Q

208821.956.683.288-0.0424-0.031455-0.036912572-5.09764-109.5990538.5367

-268214.456.682.1650.03088-0.15935-0.064236291-4.77177713.186156-86.1409

1176.19.66.681.4380.26665-0.2038910.03137960818.07015-400.16-18.4528

861.74.86.680.7190.687480.0456450.36656083234.134265.6351781157.933

861.706.68011149.65141437.96188430.85

1176.14.86.680.7190.687480.0456450.36656083246.5884189.5828397215.556

-26829.656.681.4460.26314-0.2043460.0293954-40.6646914.569537-39.4192

208817.156.682.569-0.0229-0.105865-0.064385812-2.75596-368.86973-67.2188

95.154212342.30681631.644

Y10=p10/k=0.405cm

Sectiunea 11

Forta X Le 1 3 4 p M Q

208823.156.683.468-0.0395-0.019526-0.029526557-4.75556-68.03518330.8257

-268215.656.682.3450.00158-0.135598-0.067010612-0.24362606.879124-89.8612

1176.110.86.681.6180.18873-0.207431-0.00935253112.78945-407.107995.49976

861.766.680.8990.57192-0.0651810.25336995828.39665-93.72715109.164

861.71.26.680.180.971380.6726070.82199360948.2304967.182714354.156

1176.13.66.680.5390.799840.2008910.5003673254.2032394.271426294.241

-26828.456.681.2660.35362-0.1843320.084644179-54.6477824.995173-113.508

208815.956.682.39-0.0043-0.129575-0.066946978-0.51961-451.48498-69.8926

83.453231772.97314520.625

y11=p11/k=0.355cm

Sectiunea 12

Forta X Le 1 3 4 p M Q

208824.56.683.67-0.0348-0.009139-0.021987409-4.19108-31.84507622.9549

-268216.856.682.524-0.019-0.111696-0.0653283032.930143499.904748-87.6053

1176.1126.681.7980.12414-0.1987-0.0372780928.412904-389.9726621.9214

861.77.26.681.0790.46038-0.1390150.16068119322.8584-199.8989369.2295

861.72.46.680.360.898950.4077670.65335702944.63399586.35307281.499

1176.12.46.680.360.898950.4077670.65335702960.91915800.289945384.207

-26827.256.681.0860.4559-0.1413970.157249466-70.453632.834294-210.872

208814.756.682.210.02265-0.15352-0.0654367062.724579-534.91573-68.3159

67.835041362.74966413.018

y12=p12/k=0.289cm

Sectiunea 13

Forta X Le 1 3 4 p M Q

208825.76.683.85-0.03-0.002309-0.016154193-3.60931-8.044071716.865

-268218.056.682.704-0.0323-0.088981-0.0606261614.987159398.241482-81.2997

1176.113.26.681.9780.07236-0.181876-0.0547567354.903803-356.9527932.1997

861.78.46.681.2580.35766-0.1830440.08730814117.75835-263.2106837.6167

861.73.66.680.5390.799840.2008910.5003673239.71337288.87313215.583

1176.11.26.680.180.971380.6726070.82199360965.827761320.06915483.373

-26825.056.680.7570.663390.019140.34126347-102.518-85.662509-457.634

208813.556.682.030.05953-0.175947-0.0582101947.161679-613.05988-60.7714

34.22458680.253837185.933

y13=p13/k=0.146cm

Sectiunea 14

Forta X Le 1 3 4 p M Q

208826.96.684.03-0.0250.002584-0.011210297-3.008329.0031923311.7036

-268219.256.682.884-0.0398-0.068321-0.0540701356.153616305.775411-72.5081

1176.114.46.682.1570.03231-0.160311-0.0639996382.189667-314.6288237.635

861.79.66.681.4380.26665-0.2038910.03137960813.23956-293.1875513.5199

861.74.86.680.7190.687480.0456450.36656083234.134265.6351781157.933

1176.106.68011167.767211962.61688588.05

-26824.856.680.7270.682670.0401920.361429204-105.498-179.88069-484.677

208812.356.681.850.10776-0.194465-0.04335321412.96456-677.58407-45.2608

27.94279877.749536206.396

y14=p14/k=0.119cm

a) Armarea sectiunii 1

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