etapa 5 completa
DESCRIPTION
fotbalTRANSCRIPT
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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