23
poteau encastré en pied dimensions du poteau largeur de la semelle bfc= 190 mm épaisseur de la semelle tfc= 14.6 mm épaisseur de l'âme twc= 9.4 mm hauteur de l'âme hc= 450 mm effort normal centré N= 8520.69 daN Moment suivant x Mx= 2807.04 daN.m Moment suivant y My= 11116.51 daN.m 30 mm plaque d'assise de nuance acier S235 fyk= 23.5 daN/mm² fondation en béton de classe C25/30 fck= 2.5 daN/mm² coefficients partiel 1 1.5 épaisseur tfc= 0.4 m résistance de calcul du béton à la compression fcd= 1.6666666667 daN/mm² résistance de calcul à l'arrachement du matériau de scellement valeur du coefficient du matériau de scellement 0.66666667 efforts de compression et de traction max exercés sur la fondation 1.5 compression max Fced= abs(Med)/(hc-tfc)-Ned/2= 21271.373 traction max Fted= abs(Med)/(hc-tfc)+Ned/2= 29792.063 Estimation de l'aire de la plaque d'assise on prendra la plus grande des deux valeurs ci-dessous Ac0=(1/hcxbfc)x(Njed/fcd)^2 Njed= 2xabs(Fced)= 42542.7459 daN Ac0= 7620.56939 mm² Ac0=Njed/fcd= 25525.6476 mm² qui est le plus grand donc Ac0= 25525.6476 mm² soit bp et hp les dimensions en plan de la plaque d'assise ; on a: bp> bfc+2tfc= 219.2 mm hp> hc+2tfc= 479.2 mm prenons bp= 390 mm et hp= 650 mm ce qui donne Ac0= bpxhp 253500 mm² > 25525,6476 mm² donc Ac0= 253500 mm² diamétre des goujons Ø= acier γM0= béton γC= βj=2/3= les dimension de la fondation étant inconnues prenons (Ac1/Ac0)^0,5=a=1,5 la résistance de calcul dû à l'arrachement du matériau de scellement fjd= axβjxfcd=

Calcul Des Platine Et de La Tige d'Ancrage

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Page 1: Calcul Des Platine Et de La Tige d'Ancrage

poteau encastré en pied

dimensions du poteau

largeur de la semelle bfc= 190 mmépaisseur de la semelle tfc= 14.6 mmépaisseur de l'âme twc= 9.4 mmhauteur de l'âme hc= 450 mm

effort normal centré N= 8520.69 daN

Moment suivant x Mx= 2807.04 daN.m

Moment suivant y My= 11116.51 daN.m

30 mm

plaque d'assise de nuance acier S235 fyk= 23.5 daN/mm²

fondation en béton de classe C25/30 fck= 2.5 daN/mm²coefficients partiel

11.5

épaisseur tfc= 0.4 mrésistance de calcul du béton à la compression fcd= 1.6666666667 daN/mm²résistance de calcul à l'arrachement du matériau de scellement valeur du coefficient du matériau de scellement 0.66666667efforts de compression et de traction max exercés sur la fondation

1.51.66666667 daN/mm²

compression max Fced= abs(Med)/(hc-tfc)-Ned/2= 21271.373 daN

traction max Fted= abs(Med)/(hc-tfc)+Ned/2= 29792.063 daN

Estimation de l'aire de la plaque d'assise

on prendra la plus grande des deux valeurs ci-dessous

Ac0=(1/hcxbfc)x(Njed/fcd)^2

Njed= 2xabs(Fced)= 42542.7459 daN

Ac0= 7620.56939 mm²

Ac0=Njed/fcd= 25525.6476 mm² qui est le plus grand

donc Ac0= 25525.6476 mm²soit bp et hp les dimensions en plan de la plaque d'assise ; on a:bp> bfc+2tfc= 219.2 mmhp> hc+2tfc= 479.2 mm

prenons bp= 390 mmet hp= 650 mm

ce qui donne Ac0= bpxhp 253500 mm² > 25525,6476 mm²

donc Ac0= 253500 mm²

diamétre des goujons Ø=

acier γM0=béton γC=

βj=2/3=

les dimension de la fondation étant inconnues prenons (Ac1/Ac0)^0,5=a=1,5la résistance de calcul dû à l'arrachement du matériau de scellement fjd= axβjxfcd=

Page 2: Calcul Des Platine Et de La Tige d'Ancrage

béton fub= 8 MPa

excentricité e= M/N= 1.30464904 m

distance d= 550 mm

d/6= 0.09166667 m< e

donc le centre de pousée se trouve hors du tiers central de la section, et la platine est soulevée à gauche

vérification de la contrainte de compression du béton

A= 11.22 cm²l= d/2+e= 157.964904 cm

h= d (en cm)+5= 60 cm

b= 39 cm

équation de 3e dégré en h'

h'^3+3(l-h)h'²+90Ax(l/b)h'-90A(l/b)h=0

3(l-h) 293.894711

90Ax(l/b) 4090.07589

90A(l/b)h 245404.553

on obtient h'= 22.13 cm

contrainte de compression sur le béton

59.2708278 daN/cm² < fub = 80 daN/cm² ok!

vérification des goujons à la traction

15.2020915 daN/mm²152.020915 MPa190.026144 MPa < fy = 235 MPa

calcul de l'épaisseur de la platine46.3768116

vérification dans la section 1-1

distance du bord de la plaque à la semelle du poteau z= (hp-hc)/2= 100 mm

les moments correspondants, pour une bande de largeur unité (1 cm) et d'épaisseur t, sont:

29.6354139 daN.m

M2= σbxz/2(en cm)x(z/3) en (m) 9.87847129 daN.m

M= M1-M2= 19.7569426 daN.m

le module de flexion de la platine pour b= 1 cm est: I/v = t²/6

la contrainte de flexion dans la section 1-1 est:

M/wel= Mx6/t² <= fy d'où t>= (Mx6/fy)^2= 2.24595765 cm

σb=(2Nxl)/(bh'(h-h'/3))=

σa=(N/A)x((l-h+(h'/3))/(h-(h'/3))=

soit 1,25σa=

M1= σbxz(en cm)x(z/2) en (m)=

Page 3: Calcul Des Platine Et de La Tige d'Ancrage

vérification dans la section 2-2

le même raisonnement conduit au moment maximal:

M = σbxz(en cm)x(z/2) en (m)= 29.6354139 daN.m

d'où t > = 2.75072511 cm

vérification dans la section 3-3

du côté tendu, la platine est soumise à un moment M= (d-hc)xT daN.m

17056.7467 daN

M= 852.837333 daN.mwel = bpxt²/6

il faut vérifier que Mx6/(bpxt²) <= fy soit t >= (Mx6/(bpxfy))^0,5= 2.36288449 cm

donc t max (t1;t2;t3)= 2.75072511 cm

calcul de l'adhérence acier-béton

calcul de la contrainte d'adhérence

ftj = 0,6+0,06fcj= 2.1 MPa

1

1.26 MPa

fy= 235 Mpa

Ø = 30 mm

ls= 1.39880952 m cette valeur est trop importante compte tenu

de l'épaisseur du radier en partie courante. En dispotions constructives, on mettra une platinecalcul des dimensions de la platine

n: nombre de tiges= 4

F = 664446.846 N 664.446846 kN

axb >= 5654.86678 mm²

on prendra les même dimensions en plan que celle de la platine supérieure

soit axb= 390 mm x 650 mm 253500 mm²

T= Axσa=

tsu = 0,6ys²xftj

coefficient de scellement relatif à l'acier ys=

tsu=

longueur de scellement droit ls = Øxfy/(4tsu)

effort de traction dans les tiges d'ancrage F = nxØ pxlsxtsu=

soient a et b les dimensions de la platine, on doit vérifier que (axb-(npز)/4) >= F/fy d'où axb >= (F/fy)+(npز/4)

Page 4: Calcul Des Platine Et de La Tige d'Ancrage

2.6210921 Mpa

calcul de l'épaisseur de la platine

soit t l'épaisseur

a= 650 mm

b= 390 mm

ua= 265 mm

ub= 135 mm

t doit vérifier la relation suivante:

pour u = ua t >= 48.4745416 mm

pour u = ub t >= 24.6945778 mm

on prendra t = min(ta;tb)= 24.6945778 mm

soit t= 25 mm

contrainte de traction σ = F/(axb)=

ua = ( a-nØ)/2

ub = (b-nØ)/2

t >= u(3σ/fy)^0,5=

Page 5: Calcul Des Platine Et de La Tige d'Ancrage

Actions aux appuis ponctuels par élément (repère global)

N° FX(daN) FY(daN) FZ(daN) MX(daN*m) MY(daN*m) MZ(daN*m)

1(R)

1 -11.02 -37.5 -1115.62 -1.41 -38.36 0

2 -365.05 188.88 -1071.14 -6.64 -1641.57 -0.05

3 -291.08 137.59 -736.81 -5.63 -1371.35 -0.15

4 -221.36 87.75 -438.17 -4.54 -1114.66 -0.13

5 -159.64 44.19 -192.29 -3.46 -881.35 -0.05

6 -109.66 11.77 -16.2 -2.47 -681.29 0.03

7 -72.19 3.66 126.22 -1.96 -505.05 0.07

8 -43.28 17.12 261.22 -1.95 -340.2 0.08

9 -23.19 34.12 327.21 -1.9 -204.35 0.07

10 -12.16 36.63 262.61 -1.28 -115.09 0.07

11 -9.99 -409.15 -6.17 20.64 -80.61 0

12 727.65 -259.34 1375.44 210.56 3708.33 -0.09

13 1038.53 22.51 1313.53 50.28 4321.5 -0.15

14 -871.72 -480.11 -1097.58 216.5 -3977.91 0.12

15 -561.83 -198.41 -1160.99 56.24 -3369.58 0.07

16 -415.25 588.38 2206.92 -138.36 -820.95 0.07

17 -104.73 869.28 2141.83 -298.36 -209.74 0.02

18 -413.96 -717.85 -1964.21 220.86 -816.45 0.07

19 -103.44 -435.41 -2024.37 60.44 -205.24 0.02

2(R)

1 11.02 -37.5 -1115.62 -1.41 38.36 0

2 136.7 -51.51 -2040.11 1.76 104.58 -0.09

3 71.51 -1.75 -1168.9 -0.55 -109.69 -0.19

4 11.33 48.08 -342.34 -2.73 -305.18 -0.16

5 -38.24 94.67 376.24 -4.65 -459.31 -0.08

6 -71.62 134.75 923.51 -6.13 -549.46 0

7 -80.89 156.62 1188.3 -6.73 -535.94 0.04

8 -70.8 161.6 1219.43 -6.54 -436.61 0.05

9 -50.91 166.2 1158.92 -6.21 -301.48 0.04

10 -30.79 186.88 1148.77 -6.34 -180.54 0.04

11 9.99 -409.15 -6.17 20.64 80.61 0

12 1056.32 -478.55 -1081.53 216.39 4173.42 -0.22

13 602.69 -207.17 -1213.13 56.53 3383.53 -0.09

14 -845.25 -257.45 1382.53 210.47 -3826.65 0.15

15 -1300.09 14.03 1252.47 50.62 -4621.61 0.29

16 604.24 601.3 2292.49 -138.88 1055.02 -0.18

17 150 871.82 2158.9 -298.46 262.85 -0.04

18 602.94 -704.93 -1878.64 220.34 1050.51 -0.18

19 148.71 -432.87 -2007.3 60.33 258.35 -0.04

3(R)

1 -21.07 36.17 -1229.1 -0.31 -73.35 0

2 -108.39 291.25 -1654.93 -7.57 -676.96 -0.04

3 -187.74 241.7 -2029.55 -6.16 -968.7 0.03

4 -257.88 192.12 -2327.62 -4.76 -1228.66 0.09

5 -307.21 145.47 -2485.74 -3.5 -1409.11 0.11

6 -324.15 104.72 -2440.53 -2.49 -1462.31 0.04

7 -294.32 81.02 -2172.92 -2.06 -1320.09 -0.03

8 -227.68 73.24 -1749.82 -2.14 -1021.1 -0.04

Cas de charges

Page 6: Calcul Des Platine Et de La Tige d'Ancrage

3(R)

9 -141.42 65.82 -1174.36 -2.23 -650.57 -0.01

10 -52.75 43.19 -449.65 -1.82 -293.72 0.05

11 -10.16 406.78 8.47 -20.53 -81.2 0

12 1218.21 -123.06 513.39 -5.48 4682.15 0

13 2068.99 13.84 252.64 -3.37 6230.83 0.03

14 -1594.21 -228.78 35.11 -0.54 -5284.07 -0.02

15 -745.06 -91.95 -225.96 1.57 -3741.31 0.01

16 -1130.89 462.88 -1750.72 -29.1 -2052.58 -0.05

17 -280.61 599.11 -2009.34 -26.96 -506.04 -0.01

18 -1133.39 -558.94 2685.84 31.56 -2061.31 -0.04

19 -283.11 -421.5 2421.97 33.63 -514.76 -0.01

4(R)

1 21.07 36.17 -1229.1 -0.31 73.35 0

2 -71.3 23.31 81.65 0.64 -547.82 -0.08

3 -2.39 73.56 -825.35 -1.21 -323.43 0

4 57.15 122.43 -1648.01 -3.03 -131.94 0.06

5 100.28 165.5 -2288.83 -4.66 9.5 0.08

6 119.96 198.34 -2650.29 -5.95 83.76 0.01

7 113.16 208.44 -2601.26 -6.49 98.48 -0.06

8 87.32 198.25 -2225.03 -6.35 75.53 -0.07

9 43.89 184.8 -1679.49 -6.09 -5.43 -0.04

10 -15.7 185.15 -1122.54 -6.26 -164.75 0.02

11 10.16 406.78 8.47 -20.53 81.2 0

12 1394.72 -226.67 7.58 -0.56 5059.26 0.14

13 690.88 -101.18 -158.53 1.88 3656.33 0

14 -1086.62 -121.24 503.75 -5.53 -4514.59 -0.06

15 -1792.13 4.31 337.99 -3.09 -5923.75 -0.19

16 939.29 477.13 -1871.52 -29.52 1871.62 0.17

17 234.64 601.99 -2035.14 -27.04 465.88 0.04

18 941.8 -544.69 2565.04 31.15 1880.35 0.17

19 237.15 -418.62 2396.18 33.55 474.6 0.04

5(R)

1 -11.02 1.33 -952.43 -4.73 -38.36 0

2 -12.92 0.98 36.42 -5.48 -117.98 -0.03

3 -7.54 1.12 76.72 -5.91 -96.5 -0.01

4 -7.12 1.21 76.18 -6.15 -93.28 0

5 -19.51 1.23 -11.56 -6.07 -146.17 0.03

6 -52.56 1.14 -232.85 -5.53 -293.04 0.07

7 -119.85 0.95 -642.88 -4.71 -611.53 0.13

8 -215.4 0.7 -1200.95 -3.71 -1075.39 0.17

9 -321.75 0.33 -1842.39 -2.2 -1581.8 0.15

10 -421.45 -0.21 -2502.51 0.17 -2027.92 0.01

11 -9.99 2.37 -2.3 -14.8 -80.61 0

12 725.83 544.26 949.38 -1043.49 3267.59 -0.11

13 1143.28 136.48 688.46 -263.04 4111.51 -0.1

14 -914.61 543.33 -223.71 -1038.27 -3619.89 0.07

15 -498.14 135.59 -485.33 -257.91 -2780.16 0.08

16 -556.17 546.66 335.34 -1055.12 -1123.37 -0.01

17 -139.05 138.54 73.91 -274.02 -281.04 0

18 -554.96 -348.39 69.91 685.15 -1119.16 0.01

Page 7: Calcul Des Platine Et de La Tige d'Ancrage

5(R)

19 -137.84 -755.45 -191.2 1464.2 -276.83 0.02

6(R)

1 11.02 1.33 -952.43 -4.73 38.36 0

2 -31.44 -0.52 124.12 2.87 -182.44 -0.06

3 -35.15 0.18 159.88 -0.71 -192.62 -0.05

4 -34.52 0.82 155.96 -4.05 -188.65 -0.03

5 -28.08 1.34 78.18 -6.81 -176 -0.01

6 -14.38 1.68 -107.63 -8.67 -160.13 0.03

7 1.7 1.71 -421.46 -9 -188.38 0.09

8 17.44 1.48 -828.84 -8.03 -264.79 0.13

9 40.98 1.12 -1313.88 -6.48 -318.99 0.1

10 80.45 0.76 -1860.68 -5.08 -280.61 -0.03

11 9.99 2.37 -2.3 -14.8 80.61 0

12 914.45 543.36 -219.99 -1038.41 3620.39 -0.08

13 496.79 135.51 -479.2 -257.54 2772.81 -0.09

14 -724.96 544.24 944.12 -1043.47 -3263.47 0.11

15 -1143.7 136.43 685.67 -262.69 -4115.46 0.1

16 557.66 546.75 332.15 -1055.65 1133.41 0.01

17 139.47 138.56 73.04 -274.13 283.85 0

18 556.45 -348.3 66.73 684.61 1129.2 -0.01

19 138.26 -755.43 -192.07 1464.09 279.64 -0.02

Page 8: Calcul Des Platine Et de La Tige d'Ancrage

h' x 293.894711 4090.07589 245404.553 h'10 -174114.323 17.5 -78463.5947

10.5 -168899.239 17.6 -76930.615711 -163521.458 17.7 -75390.7027

11.5 -157980.23 17.8 -73843.849912 -152274.804 17.9 -72290.0512

12.5 -146404.431 18 -70729.300613 -140368.36 18.1 -69161.5921

13.5 -134165.842 18.2 -67586.919714 -127796.127 18.3 -66005.2774

14.5 -121258.465 18.4 -64416.659315 -114552.105 18.5 -62821.0592

15.5 -107676.297 18.6 -61218.471216 -100630.293 18.7 -59608.8894

16.5 -93413.3407 18.8 -57992.307617 -86024.6914 18.9 -56368.72

17.5 -78463.5947 19 -54738.120418 -70729.3006 19.1 -53100.503

18.5 -62821.0592 19.2 -51455.861619 -54738.1204 19.3 -49804.1904

19.5 -46479.7343 19.4 -48145.483320 -38045.1508 19.5 -46479.7343

20.5 -29433.62 19.6 -44806.937421 -20644.3918 19.7 -43127.0866

21.5 -11676.7162 19.8 -41440.175922 -2529.8433 19.9 -39746.1993

22.5 6796.97697 20 -38045.150823 16304.4946 20.1 -36337.0244

23.5 25993.4596 20.2 -34621.814124 35864.6219 20.3 -32899.514

24.5 45918.7316 20.4 -31170.117925 56156.5386 20.5 -29433.62

25.5 66578.793 20.6 -27690.014126 77186.2448 20.7 -25939.2944

26.5 87979.6439 20.8 -24181.454727 98959.7403 20.9 -22416.4892

27.5 110127.284 21 -20644.391828 121483.025 21.1 -18865.1564

28.5 133027.714 21.2 -17078.777229 144762.1 21.3 -15285.2481

29.5 156686.933 21.4 -13484.563130 168802.964 21.5 -11676.7162

30.5 181110.942 21.6 -9861.7014131 193611.617 21.7 -8039.51272

31.5 206305.74 21.8 -6210.1441432 219194.06 21.9 -4373.58967

32.5 232277.327 22 -2529.843333 245556.292 22.1 -678.899031

Page 9: Calcul Des Platine Et de La Tige d'Ancrage

33.5 259031.704 22.2 1179.2491334 272704.313 22.3 3044.60718

34.5 286574.87 22.4 4917.1811335 300644.124 22.5 6796.97697

35.5 314912.826 22.6 8684.000736 329381.724 22.7 10578.2583

36.5 344051.571 22.8 12479.755937 358923.114 22.9 14388.4993

37.5 373997.105 23 16304.494638 389274.294 23.1 18227.7478

38.5 404755.429 23.2 20158.264939 420441.262 23.3 22096.0519

39.5 436332.542 23.4 24041.114840 452430.02 23.5 25993.4596

40.5 468734.445 23.6 27953.092241 485246.568 23.7 29920.0188

41.5 501967.137 23.8 31894.245342 518896.905 23.9 33875.7776

42.5 536036.619 24 35864.621943 553387.031 24.1 37860.784

43.5 570948.89 24.2 39864.270144 588722.947 24.3 41875.086

44.5 606709.951 24.4 43893.237945 624910.652 24.5 45918.7316

45.5 643325.8 24.6 47951.573246 661956.146 24.7 49991.7687

46.5 680802.44 24.8 52039.324147 699865.43 24.9 54094.2454

47.5 719145.868 25 56156.538648 738644.504 25.1 58226.2097

48.5 758362.087 25.2 60303.264749 778299.367 25.3 62387.7096

49.5 798457.094 25.4 64479.550450 818836.019 25.5 66578.793

50.5 839436.891 25.6 68685.443651 860260.461 25.7 70799.508

51.5 881307.478 25.8 72920.992452 902578.692 25.9 75049.9026

52.5 924074.853 26 77186.244853 945796.712 26.1 79330.0248

53.5 967745.019 26.2 81481.248754 989920.522 26.3 83639.9226

54.5 1012323.97 26.4 85806.052355 1034956.12 26.5 87979.6439

55.5 1057817.72 26.6 90160.703456 1080909.51 26.7 92349.2368

56.5 1104232.25 26.8 94545.250157 1127786.69 26.9 96748.7493

Page 10: Calcul Des Platine Et de La Tige d'Ancrage

57.5 1151573.57 27 98959.740358 1175593.66 27.1 101178.229

58.5 1199847.69 27.2 103404.22259 1224336.41 27.3 105637.725

59.5 1249060.59 27.4 107878.74460 1274020.96 27.5 110127.284

60.5 1299218.28 27.6 112383.35361 1324653.3 27.7 114646.955

61.5 1350326.76 27.8 116918.09762 1376239.42 27.9 119196.785

62.5 1402392.03 28 121483.02563 1428785.34 28.1 123776.823

63.5 1455420.09 28.2 126078.18564 1482297.04 28.3 128387.117

64.5 1509416.94 28.4 130703.62465 1536780.53 28.5 133027.714

65.5 1564388.58 28.6 135359.39166 1592241.82 28.7 137698.663

66.5 1620341 28.8 140045.53467 1648686.89 28.9 142400.011

67.5 1677280.22 29 144762.168 1706121.75 29.1 147131.807

68.5 1735212.23 29.2 149509.13769 1764552.4 29.3 151894.098

69.5 1794143.02 29.4 154286.69570 1823984.84 29.5 156686.933

70.5 1854078.61 29.6 159094.81971 1884425.07 29.7 161510.36

71.5 1915024.98 29.8 163933.5672 1945879.09 29.9 166364.426

72.5 1976988.15 30 168802.96473 2008352.9 30.1 171249.179

73.5 2039974.1 30.2 173703.07974 2071852.5 30.3 176164.669

74.5 2103988.85 30.4 178633.95475 2136383.89 30.5 181110.942

75.5 2169038.38 30.6 183595.63776 2201953.07 30.7 186088.046

76.5 2235128.7 30.8 188588.17577 2268566.03 30.9 191096.03

77.5 2302265.81 31 193611.61778 2336228.79 31.1 196134.942

78.5 2370455.71 31.2 198666.0179 2404947.33 31.3 201204.829

79.5 2439704.4 31.4 203751.40380 2474727.67 31.5 206305.74

80.5 2510017.88 31.6 208867.84481 2545575.79 31.7 211437.722

Page 11: Calcul Des Platine Et de La Tige d'Ancrage

81.5 2581402.15 31.8 214015.3882 2617497.71 31.9 216600.824

82.5 2653863.21 32 219194.0683 2690499.41 32.1 221795.093

83.5 2727407.06 32.2 224403.93184 2764586.9 32.3 227020.578

84.5 2802039.69 32.4 229645.04285 2839766.18 32.5 232277.327

85.5 2877767.12 32.6 234917.4486 2916043.26 32.7 237565.387

86.5 2954595.34 32.8 240221.17487 2993424.12 32.9 242884.807

87.5 3032530.34 33 245556.29288 3071914.77 33.1 248235.634

88.5 3111578.14 33.2 250922.84189 3151521.21 33.3 253617.917

89.5 3191744.72 33.4 256320.8790 3232249.44 33.5 259031.704

90.5 3273036.1 33.6 261750.42691 3314105.45 33.7 264477.042

91.5 3355458.26 33.8 267211.55892 3397095.26 33.9 269953.979

92.5 3439017.21 34 272704.31393 3481224.86 34.1 275462.565

93.5 3523718.95 34.2 278228.7494 3566500.25 34.3 281002.846

94.5 3609569.49 34.4 283784.88795 3652927.42 34.5 286574.87

95.5 3696574.81 34.6 289372.80196 3740512.39 34.7 292178.686

96.5 3784740.92 34.8 294992.53197 3829261.14 34.9 297814.342

97.5 3874073.82 35 300644.12498 3919179.69 35.1 303481.885

98.5 3964579.51 35.2 306327.62999 4010274.02 35.3 309181.363

99.5 4056263.99100 4102550.15

100.5 4149133.25

Page 12: Calcul Des Platine Et de La Tige d'Ancrage

h' h' h'22.1311 -101.787057 17.9161 -72039.2401 17.91671 -72029.733722.1312 -99.9302672 17.9162 -72037.6817 17.91672 -72029.577922.1313 -98.0734704 17.9163 -72036.1233 17.91673 -72029.42222.1314 -96.2166665 17.9164 -72034.5648 17.91674 -72029.266222.1315 -94.3598554 17.9165 -72033.0064 17.91675 -72029.110422.1316 -92.503037 17.9166 -72031.448 17.91676 -72028.954522.1317 -90.6462115 17.9167 -72029.8896 17.91677 -72028.798722.1318 -88.7893787 17.9168 -72028.3311 17.91678 -72028.642822.1319 -86.9325388 17.9169 -72026.7727 17.91679 -72028.487

22.132 -85.0756916 17.917 -72025.2142 17.9168 -72028.331122.1321 -83.2188373 17.9171 -72023.6558 17.91681 -72028.175322.1322 -81.3619757 17.9172 -72022.0973 17.91682 -72028.019422.1323 -79.5051069 17.9173 -72020.5388 17.91683 -72027.863622.1324 -77.6482309 17.9174 -72018.9804 17.91684 -72027.707822.1325 -75.7913477 17.9175 -72017.4219 17.91685 -72027.551922.1326 -73.9344573 17.9176 -72015.8634 17.91686 -72027.396122.1327 -72.0775597 17.9177 -72014.3049 17.91687 -72027.240222.1328 -70.2206549 17.9178 -72012.7464 17.91688 -72027.084422.1329 -68.3637429 17.9179 -72011.1879 17.91689 -72026.9285

22.133 -66.5068237 17.918 -72009.6293 17.9169 -72026.772722.1331 -64.6498973 17.9181 -72008.0708 17.91691 -72026.616822.1332 -62.7929636 17.9182 -72006.5123 17.91692 -72026.46122.1333 -60.9360228 17.9183 -72004.9537 17.91693 -72026.305222.1334 -59.0790747 17.9184 -72003.3952 17.91694 -72026.149322.1335 -57.2221195 17.9185 -72001.8366 17.91695 -72025.993522.1336 -55.365157 17.9186 -72000.2781 17.91696 -72025.837622.1337 -53.5081874 17.9187 -71998.7195 17.91697 -72025.681822.1338 -51.6512105 17.9188 -71997.1609 17.91698 -72025.525922.1339 -49.7942264 17.9189 -71995.6023 17.91699 -72025.3701

22.134 -47.9372351 17.919 -71994.0437 17.917 -72025.214222.1341 -46.0802367 17.9191 -71992.4851 17.91701 -72025.058422.1342 -44.223231 17.9192 -71990.9265 17.91702 -72024.902522.1343 -42.3662181 17.9193 -71989.3679 17.91703 -72024.746722.1344 -40.509198 17.9194 -71987.8093 17.91704 -72024.590922.1345 -38.6521707 17.9195 -71986.2507 17.91705 -72024.43522.1346 -36.7951361 17.9196 -71984.692 17.91706 -72024.279222.1347 -34.9380944 17.9197 -71983.1334 17.91707 -72024.123322.1348 -33.0810455 17.9198 -71981.5748 17.91708 -72023.967522.1349 -31.2239894 17.9199 -71980.0161 17.91709 -72023.8116

22.135 -29.366926 17.92 -71978.4574 17.9171 -72023.655822.1351 -27.5098555 17.9201 -71976.8988 17.91711 -72023.499922.1352 -25.6527777 17.9202 -71975.3401 17.91712 -72023.344122.1353 -23.7956928 17.9203 -71973.7814 17.91713 -72023.188222.1354 -21.9386006 17.9204 -71972.2227 17.91714 -72023.032422.1355 -20.0815012 17.91715 -72022.876522.1356 -18.2243947 17.91716 -72022.720722.1357 -16.3672809 17.91717 -72022.5649

Page 13: Calcul Des Platine Et de La Tige d'Ancrage

22.1358 -14.5101599 17.91718 -72022.40922.1359 -12.6530317 17.91719 -72022.2532

22.136 -10.7958963 17.9172 -72022.097322.1361 -8.9387537 17.91721 -72021.941522.1362 -7.08160389 17.91722 -72021.785622.1363 -5.22444687 17.91723 -72021.629822.1364 -3.36728265 17.91724 -72021.473922.1365 -1.51011122 17.91725 -72021.318122.1366 0.34706742 17.91726 -72021.162222.1367 2.20425326 17.91727 -72021.006422.1368 4.06144631 17.91728 -72020.850522.1369 5.91864656 17.91729 -72020.6947

22.137 7.77585402 17.9173 -72020.538822.1371 9.63306869 17.91731 -72020.38322.1372 11.4902906 17.91732 -72020.227122.1373 13.3475196 17.91733 -72020.071322.1374 15.2047559 17.91734 -72019.915422.1375 17.0619994 17.91735 -72019.759622.1376 18.9192501 17.91736 -72019.603822.1377 20.776508 17.91737 -72019.447922.1378 22.6337731 17.91738 -72019.292122.1379 24.4910454 17.91739 -72019.1362

22.138 26.348325 17.9174 -72018.980422.1381 28.2056117 17.91741 -72018.824522.1382 30.0629056 17.91742 -72018.668722.1383 31.9202068 17.91743 -72018.512822.1384 33.7775151 17.91744 -72018.35722.1385 35.6348307 17.91745 -72018.201122.1386 37.4921534 17.91746 -72018.045322.1387 39.3494834 17.91747 -72017.889422.1388 41.2068206 17.91748 -72017.733622.1389 43.0641649 17.91749 -72017.5777

22.139 44.9215165 17.9175 -72017.421922.1391 46.7788753 17.91751 -72017.26622.1392 48.6362413 17.91752 -72017.110222.1393 50.4936145 17.91753 -72016.954322.1394 52.3509949 17.91754 -72016.798522.1395 54.2083825 17.91755 -72016.642622.1396 56.0657773 17.91756 -72016.486822.1397 57.9231794 17.91757 -72016.330922.1398 59.7805886 17.91758 -72016.175122.1399 61.638005 17.91759 -72016.0192

22.14 63.4954287 17.9176 -72015.863422.1401 65.3528595 17.91761 -72015.707522.1402 67.2102976 17.91762 -72015.551722.1403 69.0677429 17.91763 -72015.395822.1404 70.9251953 17.91764 -72015.2422.1405 72.782655 17.91765 -72015.0841

Page 14: Calcul Des Platine Et de La Tige d'Ancrage

22.1406 74.6401219 17.91766 -72014.928322.1407 76.497596 17.91767 -72014.772422.1408 78.3550773 17.91768 -72014.616622.1409 80.2125658 17.91769 -72014.4607

22.141 82.0700615 17.9177 -72014.304922.1411 83.9275644 17.91771 -72014.14922.1412 85.7850745 17.91772 -72013.993222.1413 87.6425919 17.91773 -72013.837322.1414 89.5001164 17.91774 -72013.681522.1415 91.3576481 17.91775 -72013.525622.1416 93.2151871 17.91776 -72013.369822.1417 95.0727332 17.91777 -72013.213922.1418 96.9302866 17.91778 -72013.058122.1419 98.7878472 17.91779 -72012.9022

22.142 100.645415 17.9178 -72012.746422.1421 102.50299 17.91781 -72012.590522.1422 104.360572 17.91782 -72012.434722.1423 106.218162 17.91783 -72012.278822.1424 108.075758 17.91784 -72012.12322.1425 109.933362 17.91785 -72011.967122.1426 111.790973 17.91786 -72011.811322.1427 113.648591 17.91787 -72011.655422.1428 115.506217 17.91788 -72011.499622.1429 117.363849 17.91789 -72011.3437

22.143 119.221489 17.9179 -72011.187922.1431 121.079136 17.91791 -72011.03222.1432 122.93679 17.91792 -72010.876222.1433 124.794452 17.91793 -72010.720322.1434 126.65212 17.91794 -72010.564422.1435 128.509796 17.91795 -72010.408622.1436 130.367479 17.91796 -72010.252722.1437 132.22517 17.91797 -72010.096922.1438 134.082867 17.91798 -72009.94122.1439 135.940572 17.91799 -72009.7852

22.144 137.798284 17.918 -72009.629322.1441 139.656003 17.91801 -72009.473522.1442 141.513729 17.91802 -72009.317622.1443 143.371463 17.91803 -72009.161822.1444 145.229203 17.91804 -72009.005922.1445 147.086951 17.91805 -72008.850122.1446 148.944707 17.91806 -72008.694222.1447 150.802469 17.91807 -72008.538422.1448 152.660238 17.91808 -72008.382522.1449 154.518015 17.91809 -72008.2267

22.145 156.375799 17.9181 -72008.070822.1451 158.23359 17.91811 -72007.91522.1452 160.091389 17.91812 -72007.759122.1453 161.949194 17.91813 -72007.6032

Page 15: Calcul Des Platine Et de La Tige d'Ancrage

22.1454 163.807007 17.91814 -72007.447422.1455 165.664827 17.91815 -72007.291522.1456 167.522654 17.91816 -72007.135722.1457 169.380489 17.91817 -72006.979822.1458 171.23833 17.91818 -72006.82422.1459 173.096179 17.91819 -72006.6681

22.146 174.954035 17.9182 -72006.512322.1461 176.811898 17.91821 -72006.356422.1462 178.669769 17.91822 -72006.200622.1463 180.527647 17.91823 -72006.044722.1464 182.385531 17.91824 -72005.888922.1465 184.243423 17.91825 -72005.73322.1466 186.101323 17.91826 -72005.577122.1467 187.959229 17.91827 -72005.421322.1468 189.817143 17.91828 -72005.265422.1469 191.675064 17.91829 -72005.1096

22.147 193.532992 17.9183 -72004.953722.1471 195.390927 17.91831 -72004.797922.1472 197.24887 17.91832 -72004.64222.1473 199.106819 17.91833 -72004.486222.1474 200.964776 17.91834 -72004.330322.1475 202.822741 17.91835 -72004.174522.1476 204.680712 17.91836 -72004.018622.1477 206.53869 17.91837 -72003.862722.1478 208.396676 17.91838 -72003.706922.1479 210.254669 17.91839 -72003.551

22.148 212.112669 17.9184 -72003.395222.1481 213.970677 17.91841 -72003.239322.1482 215.828691 17.91842 -72003.083522.1483 217.686713 17.91843 -72002.927622.1484 219.544742 17.91844 -72002.771822.1485 221.402778 17.91845 -72002.615922.1486 223.260822 17.91846 -72002.4622.1487 225.118872 17.91847 -72002.304222.1488 226.97693 17.91848 -72002.148322.1489 228.834995 17.91849 -72001.9925

Page 16: Calcul Des Platine Et de La Tige d'Ancrage

134.35468734.2024682