Tuu Neles Hc

8/18/2019 Tuu Neles Hc

1/89

0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.0000

2

4

6

8

10

12

14

16

18

20Espesor Roca Fracturada

Espesor Roca Fracturada (mm)

Pi kg cm2


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Resist Comp 150 Peso Fract Wf 0.0023Cons orig m 0.5 50Cons orig s 0.004 Radio Tunel ri 175Elastic E 70000 Radio Tunel re

0.2Cte fract 1 0.2Cte fract 2 0.00001

Pi M Dkg/cm2

0 0.153 -0.28961

1 0.153 -0.289612 0.153 -0.289613 0.153 -0.289614 0.153 -0.289615 0.153 -0.289618 0.153 -0.289619 0.153 -0.28961

12 0.153 -0.2896114 0.153 -0.2896116 0.153 -0.28961

17 0.153 -0.2896118 0.153 -0.2896119 0.153 -0.2896120 0.153 -0.2896121 0.153 -0.2896122 0.153 -0.2896123 0.153 -0.2896124 0.153 -0.2896125 0.153 -0.2896126 0.153 -0.28961

27.004 0.153 -0.2896128 0.153 -0.2896129 0.153 -0.2896130 0.153 -0.2896131 0.153 -0.2896132 0.153 -0.2896133 0.153 -0.2896134 0.153 -0.28961

Esf. Situ ! situ

Poiss "


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35 0.153 -0.2896135 0.153 -0.2896140 0.153 -0.2896141 0.153 -0.2896142 0.153 -0.28961

43 0.153 -0.2896144 0.153 -0.2896145 0.153 -0.28961


4/89

SISTEMA DE ADEMADOS

Anclas sin Cementar Anclas conSc 100 ScSl 100 SlL 250 L

db 2.25 dbQ 0.000051 Q

Eb 2070000 EbTbf 30000 Tbf

R 150

ANCLAS ANCLAS CONCRETO LANK 184.3320414 493.8289127132 7677.76917119

Uo 5 5 5U1 13.13748922 11.0749784445 5.976846247U2 29.41246767 14.1124676667 7.2413194444Po 0 0 0P1 1 2 5

Pmax. 3 3 11.4722222222


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8/89

INTERACCION ROCA - SOPORTE

N Picrit ue/re re/ri re Rkg/cm2

1.8978 27.004 0.000394 6.463 1131.081 -0.319

1.8978 27.004 0.000394 4.624 809.192 -0.3191.8978 27.004 0.000394 3.976 695.887 -0.3191.8978 27.004 0.000394 3.541 619.744 -0.3191.8978 27.004 0.000394 3.212 562.039 -0.3191.8978 27.004 0.000394 2.947 515.658 -0.3191.8978 27.004 0.000394 2.374 415.413 -0.3191.8978 27.004 0.000394 2.230 390.196 -0.3191.8978 27.004 0.000394 1.882 329.391 -0.3191.8978 27.004 0.000394 1.701 297.652 -0.3081.8978 27.004 0.000394 1.548 270.864 -0.253

1.8978 27.004 0.000394 1.480 258.960 -0.2271.8978 27.004 0.000394 1.417 247.903 -0.2021.8978 27.004 0.000394 1.358 237.601 -0.1771.8978 27.004 0.000394 1.303 227.979 -0.1531.8978 27.004 0.000394 1.251 218.970 -0.1301.8978 27.004 0.000394 1.203 210.516 -0.1071.8978 27.004 0.000394 1.158 202.568 -0.0851.8978 27.004 0.000394 1.115 195.082 -0.0631.8978 27.004 0.000394 1.074 188.018 -0.0421.8978 27.004 0.000394 1.036 181.342 -0.0211.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.000


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1.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.000

1.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.0001.8978 27.004 0.000000 0.000 0.000 0.000


10/89

esina Concreto Lanzado Marcos de Acero Retaca

100 Ec 210000 S 120100 c 0.25 X 10.2250 tc 5 W 7.1

2.25 &c 350 As 180 Is 283

2070000 Es 207000030000 &y 2400

0 0.196 tb 5 Eb 5000

RCOS DE A STEMAS COMBI706.09452 8383.86369

5 515.621807 5.8945756113.235686 7.24131944

0 05 5

3.8767816 12.5272778


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eav A Ui/rio Ui Techomm Pi-kg/cm2

-0.000378 0.0487 0.02331659 41.778 2.199

-0.000387 0.0251 0.01213981 21.506 2.459-0.000393 0.0187 0.00902069 15.930 3.198-0.000401 0.0149 0.00717461 12.646 4.023-0.000408 0.0123 0.00591196 10.407 4.890-0.000417 0.0105 0.00498342 8.765 5.784-0.000448 0.0070 0.00324257 5.693 8.553-0.000461 0.0062 0.00286246 5.024 9.495-0.000514 0.0046 0.00204225 3.581 12.355-0.000535 0.0038 0.00164229 2.879 14.282-0.000458 0.0030 0.00126134 2.210 16.220

-0.000426 0.0027 0.00111437 1.952 17.193-0.000397 0.0024 0.00098912 1.733 18.168-0.000371 0.0021 0.00088164 1.544 19.144-0.000347 0.0019 0.00078885 1.382 20.122-0.000326 0.0017 0.00070831 1.240 21.101-0.000306 0.0016 0.00063804 1.117 22.082-0.000288 0.0014 0.00057644 1.009 23.063-0.000271 0.0013 0.00052223 0.914 24.046-0.000256 0.0012 0.00047432 0.830 25.030-0.000242 0.0011 0.00043184 0.756 26.0150.000000 0.0000 0.00039422 0.690 26.6020.000000 0.0000 0.00039422 0.690 27.6020.000000 0.0000 0.00039422 0.690 28.6020.000000 0.0000 0.00039422 0.690 29.6020.000000 0.0000 0.00039422 0.690 30.6020.000000 0.0000 0.00039422 0.690 31.6020.000000 0.0000 0.00039422 0.690 32.6020.000000 0.0000 0.00039422 0.690 33.602


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0.000000 0.0000 0.00039422 0.690 34.6020.000000 0.0000 0.00039422 0.690 34.5980.000000 0.0000 0.00039422 0.690 39.5980.000000 0.0000 0.00039422 0.690 40.5980.000000 0.0000 0.00039422 0.690 41.598

0.000000 0.0000 0.00039422 0.690 42.5980.000000 0.0000 0.00039422 0.690 43.5980.000000 0.0000 0.00039422 0.690 44.598


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999


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Paredes Piso espesor espesor PiPi-kg/cm2 Pi-kg/cm2 m real m.0.000 -2.199 9.561 7.81 0

1.000 -0.459 6.342 4.59 12.000 0.802 5.209 3.46 23.000 1.977 4.447 2.70 34.000 3.110 3.870 2.12 45.000 4.216 3.407 1.66 58.000 7.447 2.404 0.65 89.000 8.505 2.152 0.40 9

12.000 11.645 1.544 -0.21 1214.000 13.718 1.227 -0.52 1416.000 15.780 0.959 -0.79

17.000 16.807 0.840 -0.9118.000 17.832 0.729 -1.0219.000 18.856 0.626 -1.1220.000 19.878 0.530 -1.2221.000 20.899 0.440 -1.3122.000 21.918 0.355 -1.3923.000 22.937 0.276 -1.4724.000 23.954 0.201 -1.5525.000 24.970 0.130 -1.6226.000 25.985 0.063 -1.6927.004 27.407 0.00028.004 28.407 0.00029.004 29.407 0.00030.004 30.407 0.00031.004 31.407 0.00032.004 32.407 0.00033.004 33.407 0.00034.004 34.407 0.000


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35.004 35.407 0.00035.000 35.403 0.00040.000 40.403 0.00041.000 41.403 0.00042.000 42.403 0.000

43.000 43.403 0.00044.000 44.403 0.00045.000 45.403 0.000


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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44

TUNEL AHUINAYFORMACION Qr - al

Techo are! "#o C$L$ M$A$ A%cla# A%cla# Re#"%a&e'or(ac"o% )" * (( +

r e # " o %

! e

, o - o r

. e * / 0 1 c (

2 +


27/89

0 000 000 10 000 1 000 20 000 2 000 30 000 3 000 40 000 4 00 000

000

10 000

1 000

20 000

2 000

30 000

Roca T" o II

Techo are! "#o&e'or(ac"o% )" * (( +

r e #

" o %

! e , o - o r . e

* / 0

1 c (

2 +


28/89

CONCRETO LANZADO

Datos:

M !)lo !e Ela#."c"!a! !el Co%cre.o o Co%cre.o La%5a!o

Relac" % !e o"##o% ara el co%cre.o o co%cre.o La%5a!o

E# e#or !el Re e#."("e%.o

Ra!"o !el T7%el

Re#"#.e%c"a a la co( re#" % )%"a "al !el co%cre.o o co%cre.o la%5a!o

RIGIDEZ DEL REFUERZO

PRESION MAXIMA SOPORTE

Ejemplo:

280624 304008 M !)lo !e Ela#."c"!a! !el Co%cre.o o Co%cre.o La%5a!o

Ec=

υc=

t c=

r i=

σ c=

K c =

E c [r i 2 −( r i − t c )2 ](1 + υ c ) [1 + 2 υ c ]r i 2 + (r i − t c )

2

P SCMAX =1

2σ C (1 − ( r i − t c )

2

ri

2 )

Ec=

υc=


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0 2 Relac" % !e o"##o% ara el co%cre.o o co%cre.o La%5a!o

E# e#or !el Re e#."("e%.o

10 Ra!"o !el T7%el

3 0 Re#"#.e%c"a a la co( re#" % )%"a "al !el co%cre.o o co%cre.o la%5a!o


1902: ::842


re#"o%!e Tra;a


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0 60031 9648 c( 0 8 12:622 c( 16 26:84126:816 26:84126:816 26:84126:8

CONCRETO LANZADO Y CONC

MODULO RELACION ESPESOR RADIO RESISTENCIA

ELASTICIDAD POISSON REVES TUNEL COMPRESIONE! V! T! R"

199482 3:34:3 0 2 160 140219390 6 11:3 0 2 160 2102 0::8 009:6 0 2 160 280

280624 304008 0 2 160 3 0199482 3:34:3 0 2 9 160 140219390 6 11:3 0 2 9 160 2102 0::8 009:6 0 2 9 160 280

280624 304008 0 2 9 160 3 0

199482 3:34:3 0 2 10 162 140219390 6 11:3 0 2 10 162 2102 0::8 009:6 0 2 10 162 280

280624 304008 0 2 10 162 3 0199482 3:34:3 0 2 1 162 140219390 6 11:3 0 2 1 162 2102 0::8 009:6 0 2 1 162 280

280624 304008 0 2 1 162 3 0199482 3:34:3 0 2 20 162 140219390 6 11:3 0 2 20 162 2102 0::8 009:6 0 2 20 162 280

280624 304008 0 2 20 162 3 0199482 3:34:3 0 2 2 162 140219390 6 11:3 0 2 2 16 2102 0::8 009:6 0 2 2 16 280

280624 304008 0 2 2 16 3 0199482 3:34:3 0 2 30 16 140219390 6 11:3 0 2 30 16 2102 0::8 009:6 0 2 30 16 280

ui=


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280624 304008 0 2 30 16 3 0199482 3:34:3 0 2 3 190 140219390 6 11:3 0 2 3 190 2102 0::8 009:6 0 2 3 190 280

280624 304008 0 2 3 190 3 0199482 3:34:3 0 2 40 192 140

219390 6 11:3 0 2 40 192 2102 0::8 009:6 0 2 40 192 280

280624 304008 0 2 40 192 3 0199482 3:34:3 0 2 4 19 140219390 6 11:3 0 2 4 19 2102 0::8 009:6 0 2 4 19 280

280624 304008 0 2 4 19 3 0199482 3:34:3 0 2 0 199 140219390 6 11:3 0 2 0 199 2102 0::8 009:6 0 2 0 199 280

280624 304008 0 2 0 199 3 0


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U

6 0031 964969:


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11131

ETO

RIGIDEZ PRESION DEFORM DEFORM PRESION DEFORM

REFUERZO MAXIMA INICIAL MAXIMA TRA#A$O TRA#A$O% Ps!ma& U"o Uma& P"

6:84 00424114 4 30664062 0 0 :8662: 10 0 92:0:4:3 38 3 62339611 6 4 ::60:39 0 0 620836:488 10 0 6890 2314:896 893 194: 8 6132812 0 0 63: 3048:8 10 0 661::4 82311042 6802: 1 10 966601 62 0 0 6 :::8301 10 0 6448:23 :210 :6 38 393 6 4086:14063 0 0 :6969:612 10 0 6 0::488312:99 8688421 : 61303910:4 0 0 618 160642 10 0 623286806114:8 213: 12 819382812 0 0 6368 0 632 10 0 60696: 061169 4 3 66316 16 021928 1 6 0 0 6 3003 81 10 0 : 4:9 4:4

14061 04:8608 8 3 02: 8 8 0 0 :6 022 :1 1 0 6933 120:19221 1:89033 12 2 443989 0 0 6181:0646: 1 0 641 4066:81:88 3294143 16 900 :1916 0 0 6364948036 1 0 622 9981 822232 491:266 20 89 93:64 0 0 6 2 8346:1 1 0 60:636:31421 90 634: 6 12 326629218: 0 0 :2861 :46 0 026418 4390143 18 48::408284 0 0 6139319618 28 0 6922282030 0 383443 24 6 32 4439: 0 0 631326126 28 0 64:1 4001234106 0 2:9 30 816 680493 0 0 6468290931 28 0 6334093:442:411 189383 16 1904142012 0 0 8:34228 6 28 0 6 49012:3836021 6069346 24 2 6213018 0 0 60:421 061 10 0 4 111813441 :4 16868:9 32 3408284024 0 0 62634:092 10 0 3:069:96446 03 6:4328: 40 42603 03 0 0 641262 9 10 0 34:43460439 :1 4190443 1: 8816 68049 0 0 8 :443321 10 0 43229: 284 266 2296104 2: 4099134:86 0 0 6091:41044 10 0 364 10163

2268 :393:21 3: 2102846648 0 0 6239990: 10 0 31 69 0618438 448 602 4: 0128 831 0 0 638386::39 10 0 2823483 8

4 326 908633 23 1404: 8698 0 0 84236:089 10 0 36402398413 6 3:3 : 34 9109438019 0 0 603168921: 10 0 2:922419

64101 6460892 46 280::193 0 0 61:128:988 10 0 2 9403686


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91669 81:0603 9 8 123:66:4 0 0 6331:02493 10 0 2302288 62211 4:2: 32 2 8 64013841 0 0 8418813 3 10 0 32 :8811

63:4 9 82221 38 9846020961 0 0 603108:89 10 0 26 8 031693838 2014461 1 9128029682 0 0 61:0600028 10 0 23023312982 3 618884: 64 6410034602 0 0 63311312:8 10 0 20 :2696:

:8:0 9696:86 28 6::8 2:921 0 0 82662 699 10 0 2880243 :

933 0 :10 82 43 04:99:4 81 0 0 601240 8 10 0 23 190:0846:8 33 :402 9 3::90 :441 0 0 616:02 243 10 0 203663:98:46: 6183918 91 94:6324302 0 0 630900:: 10 0 182162 ::69 88 8:0333: 31 391428 914 0 0 812263668 10 0 2 8:182:18299: 1469:: 49 0 91428 91 0 0 ::481 962 10 0 21140 :: 8 12 396 62 9428 9142: 0 0 61489142:6 10 0 18308288106869 418:8: 98 428 914286 0 0 6284301626 10 0 1639 43069 2:2 :8:3:3: 33 882166236: 0 0 9:89 9 68 10 0 23 94 92:2214 902612 0 82324:3 3 0 0 :98294234 10 0 1:248 94106480 3669 3 69 9643324939 0 0 612:61398 10 0 1666:93:9

11:048 66:164 84 90 41 :21 0 0 6262:46606 10 0 14:0:868


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MARCOS DE ACERO RETACADOS

Datos:

A%cho !el a.>% !el Marco

A%cho !el er'"l !el (arco

Area e% #ecc" % !el (arco

Mo(e%.o !e I%erc"a !el Acero

M !)lo !e Ela#."c"!a! !el Acero

Re#"#.e%c"a a la !)c."l"!a! !el acero

Ra!"o !el T7%el

E# ac"a("e%.o e%.re (arco# !e acero e% el #e%."!o !el e


41/89


Ejemplo:MARCOS DE ACERO RETACADOS

9 1 A%cho !el a.>% !el Marco

10 2 A%cho !el er'"l !el (arco

18 Area e% #ecc" % !el (arco

283 Mo(e%.o !e I%erc"a !el Acero

2090000 M !)lo !e Ela#."c"!a! !el Acero

2400 Re#"#.e%c"a a la !)c."l"!a! !el acero

10 Ra!"o !el T7%el

120 E# ac"a("e%.o e%.re (arco# !e acero e% el #e%."!o !el e


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000 M !)lo !e Ela#."c"!a! !el (a.er"al !el .aco


0 000338164

4 :183E-006

0 000830:44

0 0011940268

8 1 96:28::


re#"o%!e Tra;a


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MARCOS DE ACE

RADIO ESPACIA. ANGULO/2 ANCHO PERALTETUNEL MARCOS RETA UE PATIN MARCO

R! O " #

172.5 100 0.1#6 7.1 10.2172.5 125 0.1#6 7.1 10.2

172.5 150 0.1#6 7.1 10.2172.5 175 0.1#6 7.1 10.2

172.5 200 0.1#6 7.1 10.2

172.5 250 0.1#6 7.1 10.2

172.5 300 0.1#6 7.1 10.2172.5 100 0.1#6 7.1 10.2

172.5 125 0.1#6 7.1 10.2

172.5 150 0.1#6 7.1 10.2

172.5 175 0.1#6 7.1 10.2

172.5 200 0.1#6 7.1 10.2

172.5 250 0.1#6 7.1 10.2

172.5 300 0.1#6 7.1 10.2

172.5 100 0.1#6 7.62 15.24

172.5 125 0.1#6 7.62 15.24

172.5 150 0.1#6 7.62 15.24172.5 175 0.1#6 7.62 15.24

172.5 200 0.1#6 7.62 15.24172.5 250 0.1#6 7.62 15.24

172.5 300 0.1#6 7.62 15.24172.5 100 0.1#6 7.62 15.24

172.5 125 0.1#6 7.62 15.24

172.5 150 0.1#6 7.62 15.24


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172.5 175 0.1#6 7.62 15.24

172.5 200 0.1#6 7.62 15.24

172.5 250 0.1#6 7.62 15.24

172.5 300 0.1#6 7.62 15.24

172.5 100 0.1#6 10.5# 20.23

172.5 125 0.1#6 10.5# 20.23

172.5 150 0.1#6 10.5# 20.23172.5 175 0.1#6 10.5# 20.23

172.5 200 0.1#6 10.5# 20.23172.5 250 0.1#6 10.5# 20.23

172.5 300 0.1#6 10.5# 20.23172.5 100 0.1#6 10.5# 20.23

172.5 125 0.1#6 10.5# 20.23

172.5 150 0.1#6 10.5# 20.23

172.5 175 0.1#6 10.5# 20.23

172.5 200 0.1#6 10.5# 20.23

172.5 250 0.1#6 10.5# 20.23

172.5 300 0.1#6 10.5# 20.23

172.5 100 0.1#6 30.48 30.48

172.5 125 0.1#6 30.48 30.48

172.5 150 0.1#6 30.48 30.48

172.5 175 0.1#6 30.48 30.48172.5 200 0.1#6 30.48 30.48

172.5 250 0.1#6 30.48 30.48172.5 300 0.1#6 30.48 30.48

172.5 100 0.1#6 30.48 30.48172.5 125 0.1#6 30.48 30.48

172.5 150 0.1#6 30.48 30.48

172.5 175 0.1#6 30.48 30.48

172.5 200 0.1#6 30.48 30.48

172.5 250 0.1#6 30.48 30.48

172.5 300 0.1#6 30.48 30.48


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!el .7%el

?ra!o#


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U

14 2301:9121:16 2301:9121:18 2301:9121:20 2301:9121:22 2301:9121:24 2301:9121:


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O RETACADOS

AREA MOMENTO MODULO ESPESOR MODULO ESISTENACITRAN$ER. INERCIA %OUNG TACO TACOS ACERO

As Is Es T& E&

18 283 2070000 5 5000 240018 283 2070000 5 5000 2400

18 283 2070000 5 5000 240018 283 2070000 5 5000 2400

18 283 2070000 5 5000 2400

18 283 2070000 5 5000 2400

18 283 2070000 5 5000 240018 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

18 283 2070000 5 10000 2400

22.8 874 2070000 5 5000 2400

22.8 874 2070000 5 5000 2400

22.8 874 2070000 5 5000 240022.8 874 2070000 5 5000 2400

22.8 874 2070000 5 5000 240022.8 874 2070000 5 5000 2400

22.8 874 2070000 5 5000 240022.8 874 2070000 5 10000 2400

22.8 874 2070000 5 10000 2400

22.8 874 2070000 5 10000 2400


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22.8 874 2070000 5 10000 2400

22.8 874 2070000 5 10000 2400

22.8 874 2070000 5 10000 2400

22.8 874 2070000 5 10000 2400

43.3 2670 2070000 5 5000 2400

43.3 2670 2070000 5 5000 2400

43.3 2670 2070000 5 5000 240043.3 2670 2070000 5 5000 2400

43.3 2670 2070000 5 5000 240043.3 2670 2070000 5 5000 2400

43.3 2670 2070000 5 5000 240043.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

43.3 2670 2070000 5 10000 2400

123.3 22200 2070000 5 5000 2400

123.3 22200 2070000 5 5000 2400

123.3 22200 2070000 5 5000 2400

123.3 22200 2070000 5 5000 2400123.3 22200 2070000 5 5000 2400

123.3 22200 2070000 5 5000 2400123.3 22200 2070000 5 5000 2400

123.3 22200 2070000 5 10000 2400123.3 22200 2070000 5 10000 2400

123.3 22200 2070000 5 10000 2400

123.3 22200 2070000 5 10000 2400

123.3 22200 2070000 5 10000 2400

123.3 22200 2070000 5 10000 2400

123.3 22200 2070000 5 10000 2400


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RIGIDE' PRESION DEFORM. DEFORM. PRESION DEFORM.REFUER'O MA#IMA INICIAL MA#IMA TRA(A)O TRA(A)O

* Psc+a,. U!o U+a,. P!

786.70 3.81 0.5 1.33 5 1.6062#.36 3.05 0.5 1.33 5 1.87

524.47 2.54 0.5 1.33 5 2.1444#.54 2.18 0.5 1.33 5 2.42

3#3.35 1.#0 0.5 1.33 5 2.6#

314.68 1.52 0.5 1.33 5 3.24

262.23 1.27 0.5 1.33 5 3.7#1134.27 3.81 0.5 1.08 5 1.26

#07.42 3.05 0.5 1.08 5 1.45

756.18 2.54 0.5 1.08 5 1.64

648.16 2.18 0.5 1.08 5 1.83

567.14 1.#0 0.5 1.08 5 2.02

453.71 1.52 0.5 1.08 5 2.40

378.0# 1.27 0.5 1.08 5 2.78

#51.25 5.74 0.5 1.54 5 1.41

761.00 4.5# 0.5 1.54 5 1.63

634.16 3.83 0.5 1.54 5 1.86543.57 3.28 0.5 1.54 5 2.0#

475.62 2.87 0.5 1.54 5 2.31380.50 2.30 0.5 1.54 5 2.77

317.08 1.#1 0.5 1.54 5 3.221402.34 5.74 0.5 1.21 5 1.12

1121.87 4.5# 0.5 1.21 5 1.27

#34.8# 3.83 0.5 1.21 5 1.42


54/89

801.34 3.28 0.5 1.21 5 1.58

701.17 2.87 0.5 1.21 5 1.73

560.#3 2.30 0.5 1.21 5 2.04

467.45 1.#1 0.5 1.21 5 2.35

1832.48 11.53 0.5 1.5# 5 0.#7

1465.## #.22 0.5 1.5# 5 1.0#

1221.66 7.6# 0.5 1.5# 5 1.211047.13 6.5# 0.5 1.5# 5 1.32

#16.24 5.76 0.5 1.5# 5 1.44732.## 4.61 0.5 1.5# 5 1.68

610.83 3.84 0.5 1.5# 5 1.#126#8.13 11.53 0.5 1.24 5 0.82

2158.51 #.22 0.5 1.24 5 0.#0

17#8.76 7.6# 0.5 1.24 5 0.#8

1541.7# 6.5# 0.5 1.24 5 1.06

134#.07 5.76 0.5 1.24 5 1.14

107#.25 4.61 0.5 1.24 5 1.30

8##.38 3.84 0.5 1.24 5 1.46

#072.16 37.4# 0.5 1.21 5 0.60

7257.73 30.00 0.5 1.21 5 0.62

6048.11 25.00 0.5 1.21 5 0.64

5184.0# 21.43 0.5 1.21 5 0.674536.08 18.75 0.5 1.21 5 0.6#

3628.87 15.00 0.5 1.21 5 0.743024.05 12.50 0.5 1.21 5 0.7#

11224.30 37.4# 0.5 1.08 5 0.588#7#.44 30.00 0.5 1.08 5 0.60

7482.87 25.00 0.5 1.08 5 0.62

6413.8# 21.43 0.5 1.08 5 0.63

5612.15 18.75 0.5 1.08 5 0.65

448#.72 15.00 0.5 1.08 5 0.6#

3741.43 12.50 0.5 1.08 5 0.73


55/89

A'!las o Ca(les )e F"ja!"*' Me!+'"!a o ,-"m"!a

Datos:

Lar o !el A%cla l";re o !el ca;le

&"a(e.ro !el a%cla

M !)lo !e Ela#."c"!a! !el (a.er"al !el a%cla o ca;le

Co%#.a%.e !e car a! !e'or(ac" % !el a%cla @ #) ca;e5a

Car a !e !e;"l".a("e%.o '"%al e% el e%#a@o !e a!here%c"a

Ra!"o !el T7%el

Espa!"am"e'to )e las A'!las e' el se't")o )e la !".!-'/e.e'!"a

Espa!"am"e'to Lo'0"t-)"'al e't.e las a'!las



ri=

l=

dB

EB

Q= B!

SC

=

S "=

1

K B=

SC S "r i ( 4 l#d B2 E B + Q )

P SBMAX = B!

SC

S "


56/89

Ejemplo:


2 0 Lar o !el A%cla l";re o !el ca;le

2 2 &"a(e.ro !el a%cla

2090000 M !)lo !e Ela#."c"!a! !el (a.er"al !el a%cla o ca;le

0 0000 1 Co%#.a%.e !e car a! !e'or(ac" % !el a%cla @ #) ca;e5a

30000 Car a !e !e;"l".a("e%.o '"%al e% el e%#a@o !e a!here%c"a

10 Ra!"o !el T7%el

100 E# ac"a("e%.o !e la# A%cla# e% el #e%."!o !e la c"rc)%'ere%c"a

100 E# ac"a("e%.o Lo% ".)!"%al e%.re la# a%cla#


0 00994::8:9

12: 032428:62

1

K B=

K S=

ri=

l=

dB

EB

Q= B!

SC

=

S "=

1

K B=

SC S "r i ( 4 l#d B2 E B + Q )


57/89


re#"o%!e Tra;a


58/89

300 1 6 2090000 0 00004: 32000100 2 2 2090000 0 00004: 3200012 2 2 2090000 0 00004: 320001 0 2 2 2090000 0 00004: 3200019 2 2 2090000 0 00004: 32000200 2 2 2090000 0 00004: 32000

22 2 2 2090000 0 00004: 320002 0 2 2 2090000 0 00004: 3200029 2 2 2090000 0 00004: 32000300 2 2 2090000 0 00004: 32000100 2 4 2090000 0 00004: 3200012 2 4 2090000 0 00004: 320001 0 2 4 2090000 0 00004: 3200019 2 4 2090000 0 00004: 32000200 2 4 2090000 0 00004: 3200022 2 4 2090000 0 00004: 32000

2 0 2 4 2090000 0 00004: 3200029 2 4 2090000 0 00004: 32000300 2 4 2090000 0 00004: 32000100 1 6 2090000 0 00004: 3200012 1 6 2090000 0 00004: 320001 0 1 6 2090000 0 00004: 3200019 1 6 2090000 0 00004: 32000200 1 6 2090000 0 00004: 3200022 1 6 2090000 0 00004: 320002 0 1 6 2090000 0 00004: 3200029 1 6 2090000 0 00004: 32000300 1 6 2090000 0 00004: 32000100 2 2 2090000 0 00004: 3200012 2 2 2090000 0 00004: 320001 0 2 2 2090000 0 00004: 3200019 2 2 2090000 0 00004: 32000200 2 2 2090000 0 00004: 3200022 2 2 2090000 0 00004: 320002 0 2 2 2090000 0 00004: 3200029 2 2 2090000 0 00004: 32000300 2 2 2090000 0 00004: 32000100 2 4 2090000 0 00004: 3200012 2 4 2090000 0 00004: 320001 0 2 4 2090000 0 00004: 3200019 2 4 2090000 0 00004: 32000200 2 4 2090000 0 00004: 3200022 2 4 2090000 0 00004: 320002 0 2 4 2090000 0 00004: 3200029 2 4 2090000 0 00004: 32000


59/89

300 2 4 2090000 0 00004: 32000


60/89


61/89


62/89

U

2: 4124696669

31 412469666933 41246966693 412469666939 41246966693: 4124696669

RADIO ESPACIO ESPACIO RIGIDEZ PRESION DEFORMTUNEL ANCLAS LONGITU REFUERZO MAXIMA INICIAL

R" S! Sl % Ps(ma& U"o

192 100 100 236 21 3 2 0192 100 100 218 26 3 2 0192 100 100 202 84 3 2 0192 100 100 18: 46 3 2 0192 100 100 199 94 3 2 0192 100 100 169 38 3 2 0192 100 100 1 8 16 3 2 0192 100 100 14: :0 3 2 0


63/89

192 100 100 142 49 3 2 0192 100 100 29: 4 3 2 0192 100 100 26 8 3 2 0192 100 100 2 3 44 3 2 0192 100 100 242 14 3 2 0192 100 100 231 80 3 2 0

192 100 100 222 31 3 2 0192 100 100 213 9 3 2 0192 100 100 20 48 3 2 0192 100 100 1:9 :: 3 2 0192 100 100 2:4 90 3 2 0192 100 100 283 19 3 2 0192 100 100 292 1 3 2 0192 100 100 262 62 3 2 0192 100 100 2 3 42 3 2 0192 100 100 244 8 3 2 0

192 100 100 236 84 3 2 0192 100 100 22: 33 3 2 0192 100 100 222 2: 3 2 0190 1 0 1 0 103 46 1 4222222222 0190 1 0 1 0 : 60 1 4222222222 0190 1 0 1 0 88 8 1 4222222222 0190 1 0 1 0 82 :8 1 4222222222 0190 1 0 1 0 99 8 1 4222222222 0190 1 0 1 0 93 31 1 4222222222 0190 1 0 1 0 6: 29 1 4222222222 0190 1 0 1 0 6 66 1 4222222222 0190 1 0 1 0 62 40 1 4222222222 0190 1 0 1 0 122 44 1 4222222222 0190 1 0 1 0 116 44 1 4222222222 0190 1 0 1 0 111 01 1 4222222222 0190 1 0 1 0 106 06 1 4222222222 0190 1 0 1 0 101 3 1 4222222222 0190 1 0 1 0 :9 39 1 4222222222 0190 1 0 1 0 :3 4 1 4222222222 0190 1 0 1 0 :0 00 1 4222222222 0190 1 0 1 0 86 92 1 4222222222 0190 1 0 1 0 12: 08 1 4222222222 0190 1 0 1 0 124 03 1 4222222222 0190 1 0 1 0 11: 36 1 4222222222 0190 1 0 1 0 11 03 1 4222222222 0190 1 0 1 0 111 00 1 4222222222 0190 1 0 1 0 109 24 1 4222222222 0190 1 0 1 0 103 94 1 4222222222 0190 1 0 1 0 100 4 1 4222222222 0


64/89

190 1 0 1 0 :9 36 1 4222222222 0


65/89


66/89


67/89

DEFORM PRESION DEFORMMAXIMA TRA#A$O TRA#A$O

Uma& P"

2 84 1 1 233 03 1 1 2:3 22 1 1 33 41 1 1 413 61 1 1 493 80 1 1 33 :: 1 1 :4 18 1 1 6


68/89

4 39 1 1 912 49 1 1 122 8 1 1 12 68 1 1 182 98 1 1 212 88 1 1 24

2 :8 1 1 283 08 1 1 313 1: 1 1 343 2: 1 1 392 39 1 1 0:2 4 1 1 112 3 1 1 132 60 1 1 162 68 1 1 182 9 1 1 20

2 83 1 1 232 :1 1 1 22 :8 1 1 282 84 1 2 143 03 1 2 283 22 1 2 413 41 1 23 61 1 2 683 80 1 2 823 :: 1 2 :4 18 1 3 0:4 39 1 3 222 49 1 1 8:2 8 1 1 :62 68 1 2 032 98 1 2 102 88 1 2 192 :8 1 2 23 08 1 2 323 1: 1 2 3:3 2: 1 2 462 39 1 1 822 4 1 1 892 3 1 1 :22 60 1 1 :82 68 1 2 032 9 1 2 0:2 83 1 2 142 :1 1 2 1:


69/89

2 :8 1 2 2


70/89


Datos:

Lar o !el A%cla l";re o !el ca;le

&"a(e.ro !el a%cla

M !)lo !e Ela#."c"!a! !el (a.er"al !el a%cla o ca;le

Co%#.a%.e !e car a! !e'or(ac" % !el a%cla @ #) ca;e5a

Car a !e !e;"l".a("e%.o '"%al e% el e%#a@o !e a!here%c"a

Ra!"o !el T7%el

Espa!"am"e'to )e las A'!las e' el se't")o )e la !".!-'/e.e'!"a

Espa!"am"e'to Lo'0"t-)"'al e't.e las a'!las



ri=

l=

dB

EB

Q= B!

SC

=

S "=

1

K B=

SC S "r i ( 4 l#d B2 E B + Q )

P SBMAX = B!

SC

S "


71/89

Ejemplo:

2 0 Lar o !el A%cla l";re o !el ca;le

2 2 &"a(e.ro !el a%cla

2090000 M !)lo !e Ela#."c"!a! !el (a.er"al !el a%cla o ca;le

0 Co%#.a%.e !e car a! !e'or(ac" % !el a%cla @ #) ca;e5a

30000 Car a !e !e;"l".a("e%.o '"%al e% el e%#a@o !e a!here%c"a

10 Ra!"o !el T7%el

100 E# ac"a("e%.o !e la# A%cla# e% el #e%."!o !e la c"rc)%'ere%c"a

100 E# ac"a("e%.o Lo% ".)!"%al e%.re la# a%cla#


0 0028:2846:

34 6802388::

1

K B=

K S=

ri=

l=

dB

EB

Q= B!

SC

=

S "=

1

K B=

SC S "r i ( 4 l#d B2 E B + Q )


72/89


re#"o%!e Tra;a


73/89

300 1 6 2090000 0 00004: 32000100 2 2 2090000 0 00004: 3200012 2 2 2090000 0 00004: 320001 0 2 2 2090000 0 00004: 3200019 2 2 2090000 0 00004: 32000200 2 2 2090000 0 00004: 32000

22 2 2 2090000 0 00004: 320002 0 2 2 2090000 0 00004: 3200029 2 2 2090000 0 00004: 32000300 2 2 2090000 0 00004: 32000100 2 4 2090000 0 00004: 3200012 2 4 2090000 0 00004: 320001 0 2 4 2090000 0 00004: 3200019 2 4 2090000 0 00004: 32000200 2 4 2090000 0 00004: 3200022 2 4 2090000 0 00004: 32000

2 0 2 4 2090000 0 00004: 3200029 2 4 2090000 0 00004: 32000300 2 4 2090000 0 00004: 32000100 1 6 2090000 0 00004: 3200012 1 6 2090000 0 00004: 320001 0 1 6 2090000 0 00004: 3200019 1 6 2090000 0 00004: 32000200 1 6 2090000 0 00004: 3200022 1 6 2090000 0 00004: 320002 0 1 6 2090000 0 00004: 3200029 1 6 2090000 0 00004: 32000300 1 6 2090000 0 00004: 32000100 2 2 2090000 0 00004: 3200012 2 2 2090000 0 00004: 320001 0 2 2 2090000 0 00004: 3200019 2 2 2090000 0 00004: 32000200 2 2 2090000 0 00004: 3200022 2 2 2090000 0 00004: 320002 0 2 2 2090000 0 00004: 3200029 2 2 2090000 0 00004: 32000300 2 2 2090000 0 00004: 32000100 2 4 2090000 0 00004: 3200012 2 4 2090000 0 00004: 320001 0 2 4 2090000 0 00004: 3200019 2 4 2090000 0 00004: 32000200 2 4 2090000 0 00004: 3200022 2 4 2090000 0 00004: 320002 0 2 4 2090000 0 00004: 3200029 2 4 2090000 0 00004: 32000


74/89

300 2 4 2090000 0 00004: 32000


75/89


76/89


77/89

U

14 1124696669

16 112469666918 112469666920 112469666922 112469666924 1124696669

RADIO ESPACIO ESPACIO RIGIDEZ PRESION DEFORMTUNEL ANCLAS LONGITU REFUERZO MAXIMA INICIAL

R" S! Sl % Ps(ma& U"o

192 100 100 236 21 3 2 0192 100 100 218 26 3 2 0192 100 100 202 84 3 2 0192 100 100 18: 46 3 2 0192 100 100 199 94 3 2 0192 100 100 169 38 3 2 0192 100 100 1 8 16 3 2 0192 100 100 14: :0 3 2 0


78/89

192 100 100 142 49 3 2 0192 100 100 29: 4 3 2 0192 100 100 26 8 3 2 0192 100 100 2 3 44 3 2 0192 100 100 242 14 3 2 0192 100 100 231 80 3 2 0

192 100 100 222 31 3 2 0192 100 100 213 9 3 2 0192 100 100 20 48 3 2 0192 100 100 1:9 :: 3 2 0192 100 100 2:4 90 3 2 0192 100 100 283 19 3 2 0192 100 100 292 1 3 2 0192 100 100 262 62 3 2 0192 100 100 2 3 42 3 2 0192 100 100 244 8 3 2 0

192 100 100 236 84 3 2 0192 100 100 22: 33 3 2 0192 100 100 222 2: 3 2 0190 1 0 1 0 103 46 1 4222222222 0190 1 0 1 0 : 60 1 4222222222 0190 1 0 1 0 88 8 1 4222222222 0190 1 0 1 0 82 :8 1 4222222222 0190 1 0 1 0 99 8 1 4222222222 0190 1 0 1 0 93 31 1 4222222222 0190 1 0 1 0 6: 29 1 4222222222 0190 1 0 1 0 6 66 1 4222222222 0190 1 0 1 0 62 40 1 4222222222 0190 1 0 1 0 122 44 1 4222222222 0190 1 0 1 0 116 44 1 4222222222 0190 1 0 1 0 111 01 1 4222222222 0190 1 0 1 0 106 06 1 4222222222 0190 1 0 1 0 101 3 1 4222222222 0190 1 0 1 0 :9 39 1 4222222222 0190 1 0 1 0 :3 4 1 4222222222 0190 1 0 1 0 :0 00 1 4222222222 0190 1 0 1 0 86 92 1 4222222222 0190 1 0 1 0 12: 08 1 4222222222 0190 1 0 1 0 124 03 1 4222222222 0190 1 0 1 0 11: 36 1 4222222222 0190 1 0 1 0 11 03 1 4222222222 0190 1 0 1 0 111 00 1 4222222222 0190 1 0 1 0 109 24 1 4222222222 0190 1 0 1 0 103 94 1 4222222222 0190 1 0 1 0 100 4 1 4222222222 0


79/89

190 1 0 1 0 :9 36 1 4222222222 0


80/89


81/89


82/89

DEFORM PRESION DEFORMMAXIMA TRA#A$O TRA#A$O

Uma& P"

2 84 1 1 233 03 1 1 2:3 22 1 1 33 41 1 1 413 61 1 1 493 80 1 1 33 :: 1 1 :4 18 1 1 6


83/89

4 39 1 1 912 49 1 1 122 8 1 1 12 68 1 1 182 98 1 1 212 88 1 1 24

2 :8 1 1 283 08 1 1 313 1: 1 1 343 2: 1 1 392 39 1 1 0:2 4 1 1 112 3 1 1 132 60 1 1 162 68 1 1 182 9 1 1 20

2 83 1 1 232 :1 1 1 22 :8 1 1 282 84 1 2 143 03 1 2 283 22 1 2 413 41 1 23 61 1 2 683 80 1 2 823 :: 1 2 :4 18 1 3 0:4 39 1 3 222 49 1 1 8:2 8 1 1 :62 68 1 2 032 98 1 2 102 88 1 2 192 :8 1 2 23 08 1 2 323 1: 1 2 3:3 2: 1 2 462 39 1 1 822 4 1 1 892 3 1 1 :22 60 1 1 :82 68 1 2 032 9 1 2 0:2 83 1 2 142 :1 1 2 1:


84/89

2 :8 1 2 2


85/89

TUNEL :Andesita fracturada de regular calidad

resistenci 150 Pes. Fract 0.0023

Cons orig 0.5 Esf. situ 50Cons orig 0.004 Radio Tune 175Elastic 70000 Radio TunePoiss 0.2Cons frac 0.2Constante 0.00001Pi M D Nkg/cm2

0 0.15330759 -0.2896098 1.897765751 0.15330759 -0.2896098 1.897765752 0.15330759 -0.2896098 1.897765753 0.15330759 -0.2896098 1.89776575

10 0.15330759 -0.2896098 1.8977657512 0.15330759 -0.2896098 1.8977657514 0.15330759 -0.2896098 1.8977657516 0.15330759 -0.2896098 1.89776575

16.5 0.15330759 -0.2896098 1.8977657517.5 0.15330759 -0.2896098 1.8977657518.5 0.15330759 -0.2896098 1.8977657519.5 0.15330759 -0.2896098 1.8977657520.5 0.15330759 -0.2896098 1.8977657521.5 0.15330759 -0.2896098 1.8977657522.5 0.15330759 -0.2896098 1.8977657523.5 0.15330759 -0.2896098 1.8977657524.5 0.15330759 -0.2896098 1.8977657525.5 0.15330759 -0.2896098 1.8977657526.5 0.15330759 -0.2896098 1.89776575


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INTERACCION ROCA - SOPORTE

Picrit ue/re re/ri re R eavkg/cm227.0038612 0.00039422 6.46331905 1131.08083 -0.3185708 -0.000377627.0038612 0.00039422 4.62395605 809.192309 -0.3185708 -0.000386727.0038612 0.00039422 3.9764944 695.886521 -0.3185708 -0.000393527.0038612 0.00039422 3.54139295 619.743767 -0.3185708 -0.0004005

27.0038612 0.00039422 2.10145987 367.755476 -0.3185708 -0.000476527.0038612 0.00039422 1.88223417 329.39098 -0.3185708 -0.000513627.0038612 0.00039422 1.70086974 297.652204 -0.3076466 -0.000535427.0038612 0.00039422 1.54779289 270.863756 -0.2530205 -0.000458427.0038612 0.00039422 1.51314307 264.800037 -0.2399064 -0.000441827.0038612 0.00039422 1.44760899 253.331573 -0.214261 -0.000411227.0038612 0.00039422 1.38664185 242.662324 -0.1893382 -0.000383727.0038612 0.00039422 1.32976753 232.709318 -0.16508 -0.000358827.0038612 0.00039422 1.27657891 223.40131 -0.141436 -0.000336227.0038612 0.00039422 1.22672389 214.676681 -0.1183619 -0.000315527.0038612 0.00039422 1.17989599 206.481798 -0.0958182 -0.000296627.0038612 0.00039422 1.13582686 198.769701 -0.0737699 -0.000279327.0038612 0.00039422 1.09428031 191.499055 -0.0521859 -0.000263327.0038612 0.00039422 1.05504742 184.633298 -0.0310379 -0.000248527.0038612 0.00039422 1.01794255 178.139945 -0.0103005 -0.0002348


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A Ui/rio Ui Techo Paredes Pisomm Pi-kg/cm2 Pi-kg/cm2 Pi-kg/cm2

0.04871229 0.02331659 41.778 2.19898592 0 -2.19898590.02512526 0.01213981 21.506 2.45864231 1 -0.45864230.01868915 0.00902069

15.9303.198039 2 0.801961

0.01491148 0.00717461 12.646 4.02291066 3 1.97708934

0.00558613 0.00254386 4.463 10.4433376 10 9.55666240.00461271 0.00204225 3.581 12.3550993 12 11.64490070.00382986 0.00164229 2.879 14.2821001 14 13.71789990.00298705 0.00126134 2.210 16.2204866 16 15.77951340.00281681 0.00118486 2.076 16.7065401 16.5 16.29345990.00251401 0.0010493 1.838 17.6801626 17.5 17.31983740.00225377 0.00093337 1.635 18.6556233 18.5 18.34437670.00202864 0.00083358 1.460 19.6327314 19.5 19.36726860.00183271 0.00074718 1.309 20.611323 20.5 20.3886770.00166129 0.000672 1.177 21.5912564 21.5 21.40874360.00151056 0.00060624 1.062 22.5724081 22.5 22.42759190.00137744 0.00054849 0.960 23.5546703 23.5 23.44532970.00125937 0.00049755 0.871 24.5379478 24.5 24.46205220.00115425 0.00045245 0.792 25.5221566 25.5 25.47784340.00106033 0.00041239 0.722 26.5072219 26.5 26.4927781


88/89

espesorm

9.566.345.214.45

1.931.541.230.96

0.780.680.580.480.400.310.240.160.100.03


89/89

K Marco# 8 1 96:28::46K Co%cre.o 1902: ::842

co(;"%a!o 19881 32:2942

U(a 0 3 23228

B(a 0 1003169434 mmU

0#(a 19 0839982:8 19 0839982:8 0

0 90 :0 110 130 1

Tuu Neles Hc

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Transcript of Tuu Neles Hc