slope stabilization at canon del pato hydroelectric project, peru – part 1

SLOPE STABILIZATION AT CANON DEL PATO SLOPE STABILIZATION AT CANON DEL PATO HYDROELECTRIC PROJECT, PERU HYDROELECTRIC PROJECT, PERU

–– PART 1: BACKGROUND AND SITE STUDIESPART 1: BACKGROUND AND SITE STUDIESMalcolm F. SchaefferMalcolm F. Schaeffer

Devine Tarbell & Associates, Inc.Devine Tarbell & Associates, Inc.Charlotte, NCCharlotte, NC

Phase I• September 1998 to March 2000

– Construction of the Complementary Intake Structure

• A-Anchor Installation• Drainage Holes• Initial Instrumentation Installed – Piezometers,

Inclinometers, and Extensometers

MPBX-01

S-02

-2

0

2

4

6

8

10

12

14

16

18M

ovem

e nt (

mm

)

0 100 200 300 400 500 600Days

0 to 5 Meters5 to 15 Meters15 to 40 Meters

Day 015Jul99

Day 5106Dec00

Day 60006Mar01

Canon del PatoComplementary Intake StructureExtensometer MPBX-01Movement Between Anchors

Rate of Movement= 0.99 mm/month

Day 25930Mar00Construction Completed

Displacement (mm)1,872

1,862

1,852

1,842

RQDOverburden (24.65)

Failure Zone (3.35)

Sound Rock (10)

S02

0 60 0 100

1.02 mm/month

Phase II• April 2000 to January 2001

–Design and Installation of Cable Anchors (C-Anchors) and Additional Instrumentation

C-Anchors46 Anchors @ 135 Tonnes (60% GUTS)Total Working Load = 6210 Tonnes

MPBX-04

S-07

MPBX-05

MPBX-04

Recovery

100

100

100

86

100

100

45

100

79

100

100

100

80

100

100

100100

100

75

76

76

100

100

100

100

83

100

100

100

10050

100

66

100

87

100

83

100

100

100

74

100

100

91

100

90

100

100

100

100

50

94

93

100

100

100

100

100

100

100

100

100

100

100

100

100

RQ

D 38

40 37

70

53

35 30

3884 80

43

52

66

84

33

91

100

100

45

100

77

44

76

14

65

46

88

20

23

100

87

8

25

25

50

35

63

56

24

70

70

92 92

91

100

100

100

87

100

100

100

100

100

Anchor 1

Anchor 2

Anchor 3

Anchor 4

Anchor 5

0

5

10

15

20

25

30

35

40

45

50

ExplanationFillAlluviumColluviumVOIDFAULTBrecciaHornfels-Wea/FracHornfelsMica SchistInt Hornfels/SchistSheared Hornfels/SchistPegmatiteMica Quartzite-Wea/FracMica QuartziteQuartziteSheared Mica SchistFine GraniteGranite

-10

-5

0

5

10

15

20

25

30

Mov

emen

t (m

m)

0 100 200 300 400 500 600Days

0 to 9 meters9 to 26 meters26 to 34.5 meters34.5 to 43 meters - Main Failure Zone43 to 50 meters

Canon del PatoComplementary Intake StructureExtensometer MPBX-04Movement Between Anchors

Day 018Nov00

Rate of Movement= 1.08 mm/month

Day 30018Sep01 Day 571

12Jun02

Day 7431Jan01C-Anchors Completed

1.08 mm/month

Displacement (mm)

1,892

1,882

1,872

1,862

1,852

RQDCol./All. (7.6)

Overburden (24.21)

Failure Zone (1.39)Sound Rock (12)

S07

0 60 0 100

0.98 mm/month

Phase III• August 2001 to February 2002

–Geological/Geotechnical Investigation

Phase III• Crack Mapping – Concrete & Shotcrete• Review of All Previous Geological and

Geotechnical Work• Air Photo Interpretation• Boreholes with Inclinometers (7)• Seismic Refraction Lines (1460 meters)• Geologic Mapping• Lift-Off Tests on A- and C-Anchors

A-Anchors

#10 Rock Bolts

CdP Intake

CdP Powerhouse

Failure zone from 24.65 to 28.00 meters consisting of weathered hornfels and sheared mica schist in borehole S02.

Photo 33: Failure zone from 21.23 to 22.10 meters consisting of weathered hornfels and sheared mica schist in borehole P207.

Failure ZoneFailure Zone

Sheared hornfels/mica schist, highly weathered and damp, along the failure surface in the south wall of the intake excavation. Note extensive cracking of the shotcrete.

Breccia in sliding zone above the Complementary Intake Structure, borehole S13. Rock fragments in the breccia include hornfels, sheared mica schist, and sheared hornfels. The contact with the sound bedrock (hornfels) at ~24.42 meters in depth dipsapproximately 25o.

Breccia

Breccia

Contact

1942

Future Location ofCanon del PatoDam & Original Intake

0 ~200 Meters

17/06/1997, 455-97-A,23 Huaraz San, 6924

Canon del PatoDam & Original Intake

N0 ~200 Meters

17/06/1997, 455-97-A,23 Huaraz San, 6924

Chicama Formation(shale/slate with interlayered sandstone;Metamorphosed to hornfels & quartzite)

Cordillera Blanca Batholith(granodiorite/tonalite)

Mode 5 – Zone of LikelyDeep-Seated Movement

Mode 3 – Translational Sliding

Mode 4 – Bedding Plane &Foliation Joint Sliding

Mode 2 – Rock Falls

Canon del PatoDam & Old Intake

Rio Santa

Rio Cedros

Location of New Intake

Mode 5 – Zone of Deep-Seated Present Day Movement

~1,600,000 m3

~730,000 m3

0 ~200 MetersN

Mode 1 – Can occur where Colluvium is present

Mode 3 – Translational Sliding

Direction of Movement

0 25 50 75 100 125 150 175 200X X

0.000000Y Y

1800

1825

1850

1875

1900

1925

1950

1800

1825

1850

1875

1900

1925

1950

Canon del PatoIntake SlopeSeismic Section 8

Yellow – COLLUVIUM(Vp: 400 to 850 m/sec)Green – OVERBURDEN(Vp: 900 to 2050 m/sec)Purple – SOUND ROCK 1(Vp: 2700 to 4200 m/sec)Blue - SOUND ROCK 2(Vp: 4400 to 5000 m/sec)NOTE: Vp = P-Wave(Compressional) Velocity

SW

S03

P207

P203

P202

S01

S07

S09a

S13

0 25 50 75 100 125 150 175 200 225X X

0.000000Y Y

1800

1825

1850

1875

1900

1925

1950

1800

1825

1850

1875

1900

1925

1950

Yellow –COLLUVIUM/ALLUVIUM/FILLGreen –OVERBURDENPink –FAILURE ZONEBlue –SOUND ROCK

Canon del PatoIntake SlopeGeologic Section 3

NE

NESW


1,938

1,928

1,918

RQDCol./All. (2.6)

Overburden (18)

Failure Zone (3.9)

Sound Rock (15.6)

S13


1,906

1,896

1,886

1,876

RQDCol./All. (2)Overburden (30.45)

Failure Zone (3.3)

Sound Rock (9.25)

S09a

Displacement (mm)

1,892

1,882

1,872

1,862

1,852

RQDCol./All. (7.6)

Overburden (24.21)

Failure Zone (1.39)Sound Rock (12)

S07

S04

P204

P201

S12

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140X X

0.000000Y Y

1800

1825

1850

1875

1800

1825

1850

1875


Canon del PatoIntake SlopeGeologic Cross Sections

NESW

Figure 5: Geologic Section 1. Note that the Overburden is thin to not present in P201 and P204 and the Failure Zone is not present in either of these two borings. This is evidence that the area of potential sliding is not north of these borings at this location (see Drawing Geo-1 for this interpretation).

S12 S10

P206

S11

0 10 20 30 40 50 60 70 80 90 100 110 120 130X X

0.000000Y Y

1875

1900

1875

1900

Figure 9: Geologic Section 5 – Note clear correlation of Overburden/Failure Zone from borehole S12 to P206. The failure zone is not present in S11. The computer program used to generate these cross-sections thins the failure zone from P206 to S11. The interpretation shown on the geologic map (Drawing Geo-1) and related cross-sections (Geo-8 and Geo-9) shows the failure zone truncated between P206 and S11 by a high angle fracture, probably related to the NE-striking joint set.

NW

SE

Canon del PatoIntake SlopeGeologic Cross Sections


Displacement (mm)

1,916

1,906

1,896

1,886

RQDCol./All. (6)

Sound Rock (34)

S11

Displacement (mm)

1,884

1,874

1,864

RQDCol./All. (1.61)Overburden (19.26)

Failure Zone (1.8)

Sound Rock (7.35)

S10Displacement (mm)

1,886

1,876

1,866

RQDCol./All. (5.63)

Overburden (13.67)

Failure Zone (0.56)Sound Rock (10.14)

S12

Cy

Hfc

Cu

Photo 17: Slope above the dam and intake structure, looking southwest. Shows the contact (andcontrast) between map units Hfc (hornfels with 0 to 2 meters colluvial cover) with Cu (2 to 5 metersof colluvium overlying hornfels) and Cy (Colluvium/Hornfels - area of movement). Note the largerrock blocks associated with unit Cy. Mode 5.

Hd

Hd

B

JS2

FJ

JS1

Qrb

Photo 10: Area of major translational sliding (Mode 3) on the right (east) bank of the Rio Santa. Hd - Hornfels that have been displaced in the slide area. Qrb - Recent rock fall material (Mode 2). B - Bedding Plane (~N85E;

48SE) that defines the northern limit of a rock block that slid on FJ - Foliation Joint (~N18W; 43SW).JS1 - Joint Set 1 (~N48W; 73NE). JS2 - Joint Set 2 (~N49E; 82NW).

The near vertical west bank of the Rio Santa upstream of the intake structures showing the relationship between original bedding (B - Average = N85E; 48SE) cut by the sheared mica schist/hornfels layer (Sh - Striking NW and dipping SW.

Sh

Contact (C) between the Cordillera Blanca Batholith (granodiorite/tonalite - gd) and Hornfels with interlayered quartzite of the Chicama Formation (hf). Dashed lines are foliation surfaces related to the intrusion of the batholith.

Complementary Intake Structure showing the location of the failure plane/zone (cracked shotcrete) and the distribution of geological map units Cy, Cu, Hfc, and Hd/Hpd. Unit Cy is moving.

Failure Plane

Cu

Cy

Cy

Hf

Hf

Hd/Hpd

Hfc

C

hf

gd

hf

f

B

B

0

5

10

15

20

25

30

35

40

45

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Foliation - Canon del Pato - N = 90

0

1

2

3

4

5

6

7

8

9

10

11

12

Joints - Canon del Pato - N = 1490

2

4

6

8

10

12

14

16

18

20

22

24

26

Bedding - Canon del Pato - N = 96 - Slide Area Only

5

5

5

5

10

10

10

10

15

15

15

15

20

20

20

20

25

25

25

25

0

30

60

90

120

150

180

210

240

270

300

330

2

2

2

2

4

4

4

4

6

6

6

6

8

8

8

8

10

10

10

10

12

12

12

12

14

14

14

14

16

16

16

16

0

45

90

135

180

225

270

315

5

5

5

5

10

10

10

10

15

15

15

15

20

20

20

20

0

30

60

90

120

150

180

210

240

270

300

330

FAILURE PLANE

N85E; 48SEN18W; 43SW

1) N48W; 73NE

2) N49E; 82NW

N50W; 30SW

~730,000 m3

~1,600,000 m3

SLOPE STABILIZATION AT CANON DEL PATO SLOPE STABILIZATION AT CANON DEL PATO HYDROELECTRIC PROJECT, PERU HYDROELECTRIC PROJECT, PERU

–– PART 2: DESIGN AND CONSTRUCTIONPART 2: DESIGN AND CONSTRUCTIONMalcolm F. SchaefferMalcolm F. Schaeffer

Devine Tarbell & Associates, Inc.Devine Tarbell & Associates, Inc.Charlotte, NCCharlotte, NC

Phase IVbMarch 2002 to May 2002

Design, Cost Estimate, Technical Documents, and Specifications

June 2002 to July 2002Bid Process

Dam

Old Intake

New Intake

Old IntakeDam

New IntakeFailure Planes fromExtensometers & Inclinometers

Complementary Intake Structure showing the location of the failure plane/zone (cracked shotcrete) and the distribution of geological map units Cy, Cu, Hfc, and Hd/Hpd. Unit Cy is moving.

Failure Plane

Cu

Cy

Cy

Hf

Hf

Hd/Hpd

Hfc

*The slope can be modeled using a 2-dimensional analysis.*The failure plane daylights into the slope face. *The analysis is performed on a unit width of the slope.*All forces are assumed to act through the centroid of the wedge.Moments are not considered.*Assumed failure mode is translational sliding.*Release surfaces are present parallel to the cross-section of theanalysis and provide negligible resistance to sliding at the lateral boundaries.

BM 01

BM 02

INCLINÓMETRO

D-131

D-125

D-124

D-123

D-122

D-121

D-120

D-119 D

-118

D-117

D-01

D-02D

-03

D-04

S-15

D-06

D-07

D-08D

-09

D-10

D-11

D-12

D-13

D-14

D-15

D-16

D-17

D-18

D-19

D-20

D-21

HLC

D-03

D-23

D-24

D-25

D-26

D-27

D-28

D-29

D-30

D-31

D-32

D-33

D-35

D-36

D-37

D-38

D-39

D-40

D-34

D-41

D-42

D-43

D-44

D-45

D-46

D-47

D-48

D-49

D-50

D-51

D-52

D-53

D-54

D-55

D-56

D-57

D-58

D-59

D-60

D-61

D-62

D-63

D-64

D-65

D-66

D-67

D-68

D-69

D-70

D-71

D-72

D-73

D-74

D-75

D-76

D-77

D-78

D-79

D-80

D-81

D-82

D-83

D-85

D-86D

-87

D-88

D-89

D-90

D-91

D-92

D-93

D-94

D-95

D-96

D-97

D-100D

-101

D-102

D-103

D-104

D-105

D-106

D-107

D-108

D-109

D-110D

-111

D-112

D-113

D-114

D-115

D-84

D-98

D-99

D-127

D-126

D-05

HLC

D-01

HLC

D-02

D-22

MPB

X-06

HLC

D-04

HLC

D-05

HLC

D-06

HLC

D-07

HLC

D-08

MPB

X-07

HLC

D-09H

LCD

-10

ANCHORS AND INSTRUMENTATION LAYOUT

PLAN VIEW

INC

LINO

METER

ANCHOR TYPE D - NEW

VIBRATING WIRE LOAD CELL

EXISTING

NEW

HYDRAULIC LOAD CELL

EXISTING

ANCHOR TYPE C

ANCHOR TYPE A

ANCHOR TYPE C

EXTENSOMETER MPBX

ANCHOR TYPE A

ANCHOR TYPE DNEW HYDRAULIC LOAD CELL

INCLINOMETER

EXTENSOMETER MPBX

NEWINCLINOMETER

LEGEND

NEW HYDRAULIC LOAD CELLANCHOR TYPE A

EXISTINGPIEZOMETER

1845

10 0 10 20 30m

GRAPHICAL SCALE

1840

1835

1830

1825

1820

1815

1810

1805

1850

1855

1860

1865

1800

0 10 20 30 40 50 60 70 80 90

CROSS SECTIONS A and B

ANCHORS AND INSTRUMENTATION

D-12

HLCD-02 / D-19

D-28D-38

D-49

D-60

D-73

HLCD-08 / D-86

D-100

D-110

HLCD-09 / D-120

D-129

MPBX-07 (50m)

D-35

D-116

D-105

D-69

D-95

D-81

D-56

D-45

D-06

D-09

D-25D-24D-16

D-15

CatchWall 5D

D-03

SECTION A

1800

0 10 20 30 40 50 60 70 80 90

1810

1805

1815

1830

1825

1820

1835

1840

1850

1855

1845

1865

1860

SECTION B

MPBX-06 (40m)

S-15INCLINOMETER

PROBABLECONTACT

5.008.00

ZONE AFRACTURE ROCK

ZONE BSOUND ROCK

1813 1813

PROBABLECONTACT

10.00

10.00

A-Anchors

C-Anchors

D-Anchors

Area to Stabilize

Dam

Old Intake

New Intake

Phase IVcSeptember 2002 to August 2003

Installation of D-AnchorsInstallation of Rock BoltsNew Catch WallLift-Off Tests on A- and C-AnchorsInstallation of New Instruments

CORTE TRANSVERSAL - TRAMO LIBREESC. 1:2

Tubo CorrugadoPVCID = 90mm, OD = 100mm Espaciador - Centralizador

de Polietileno

Pared del Agujeroφ = 121 mm (4 3/4")

Tubo de InyecciónPVC Clase 10 φ 1"

09 Cordones de acero φ = 0.6"Grado 270, Baja RelajaciónASTM A-416

Centralizador de PVC

5.00mm

10.50mm


Pared del Agujeroφ = 130mm (5 1/8")

Tubo CorrugadoPVCID = 94mm, OD = 110mm


Espaciador - Centralizadorde Polietileno


CORTE TRANSVERSAL - TRAMO ANCLADOESC. 1:2

Tubo CorrugadoPVCID = 90mm, OD = 100mm

Espaciador - Centralizadorde Polietileno

Pared del Agujeroφ = 121 mm (4 3/4")




5.00mm

10.50mm

9 Cables of 15.24 mm (5/8”) diameter, 7 wires. Guaranteed Ultimate Tensile Strength (GUTS) of Anchor = 239 Tonnes.Working Load = 143.5 Tonnes (60% GUTS); Total Installed Working Load = 19,229 Tonnes.

1845

10 0 10 20 30m

ESCALA 1/400

1840

1835

1830

1825

1820

1815

1810

1805

1850

1855

1860

1865

1800

0 10 20 30 40 50 60 70 80 90

SECCIONES TRANSVERSALES A y B

DISPOSICION GENERAL / ANCLAJES E INSTRUMENTACION

D-12

HLCD-02 / D-19

D-28D-38

D-49

D-60

D-73

HLCD-08 / D-86

D-100

D-110

HLCD-09 / D-120

D-126

MPBX-07 (49.7m)

D-35

D-105

D-69

D-95

D-81

D-56

D-45

D-06

D-09

D-25D-24D-16

D-15

MURO DEPROTECCION5D

D-03

SECCION A

1800

0 10 20 30 40 50 60 70 80

1810

1805

1815

1830

1825

1820

1835

1840

1850

1855

1845

1865

1860

SECCION B

MPBX-06 (63.5m)

S-15

CONTACTO ASUMIDO PARA LA LICITACION

5.00 8.00

ZONA AROCA FRACTURADA

ZONA BROCA SANA

1813 1813

CONTACTO ASUMIDOPARA LA LICITACION

ZONA AROCA FRACTURADA

ZONA BROCA SANA

Zona de contactosegún P-207

Zona de contactosegún S-14

PROYECCIONP-207

PROYECCIONS-14

11m

PROYECCIONP-202

PROYECCIONP-203

Superficie de fallaen el shotcrete


Zona de contactosegún MPBX-06

5 m

9.5 m

14 m16.5 m

20 m

28.3 m32 m

10 m

23.5 m 26 m 28.5 m

11.5 m

26 m29 m

3.5 m 5 m 5.5 m

15 m

22 m12 m

17 m3 m

10 m

16 m

1 m3 m

10 m

15 m

21 m23 m

26.5 m21 m24 m

7 m

24 m

21.5 m

1 m

5 m8 m

Superficie de contactode acuerdo a las perforación de los anclajes tipo D

15 m

20 m

13 m

22 m

14 m 16.5 m19 m

22 m

27 m

4 m


S-16


PROYECCION

26.6 m

20 m

38.50 m

Zona de contactosegún MPBX-07

02 DE AGOSTO 2003

"AS BUILT"

Proyección segúnlos sondeos S-05

y S-04.

Superficie de contactode acuerdo a las perforación de los anclajes tipo D

22.5 m

18.5 m


29 m

29 m

Original Design Re-AnalysisSafety Factor (Design Basis-SF) 1.2 1.17

Equivalent Safety Factor (SFE) 1.56 1.43

Equivalent Safety Factor (SFE) for Earthquake Loading of 0.27g

1.07 0.96

Re-Calculation of Safety Factor

PERFORMANCE TESTa) whether the anchor has sufficient load carrying

capabilityb) that the apparent tendon free length has been

establishedc) the magnitude of the residual movementd) that the rate of creep stabilizes within the

specified limts.

PROYECTO : MITIGACIÓN DEL MOVIMIENTO DEL TALUD - FASE IV. C. H. CAÑÓN DEL PATOEQUIPO DE TENSADO ANCLAJE Nº: D-02 LONG. TOTAL (m):

47.50BOMBA HIDRAULICA: MH-300/450 Nº DE CABLES: 9.0 LONG. EXTERNA (m):

0.36MANOMETRO: LEO 1 - KELLER - 3770 FECHA INSTALACION: 1/7/2003 LONG. LIBRE (m):

38.14ALTURA GATA (m): 1.13 Cable cortado (m): 1.52 FECHA INYECCION: 1/7/2003 LONG. ANCLADA (m):

9.00CARGA DE TRABAJO (Ton):

143.50TIPO DE ENSAYO:

PERFORMANCECARGA DE ENSAYO(Ton):

191.40FECHA DE ENSAYO:

24-Apr-03 LONG. VALORIZABLE.(m): 46.12INTERVALO PRESION CARGA DESPLAZAMIENTOS (mm)

HORA TIEMPO MANOMETRO(min) (BAR) (ton) LECTURA Δ TOTAL LECTURA Δ TOTAL

8:45:00 28.0 14.35 12.91 0.00 0.00 0.008:46:00 0:01:00 66.3 35.88 12.87 -0.04 -0.04 26.86 26.86 26.868:47:00 0:01:00 28.0 14.35 12.87 0.00 -0.04 2.98 -23.89 2.988:48:00 0:01:00 66.3 35.88 12.87 0.00 -0.04 26.39 23.42 26.398:49:00 0:01:00 130.1 71.77 12.87 0.00 -0.04 81.76 55.37 81.768:50:00 0:01:00 28.0 14.35 12.87 0.00 -0.04 5.12 -76.64 5.128:51:00 0:01:00 66.3 35.88 12.87 0.00 -0.04 32.72 27.60 32.728:52:00 0:01:00 130.1 71.77 12.87 0.00 -0.04 83.12 50.41 83.128:53:00 0:01:00 193.9 107.65 12.87 0.00 -0.04 135.97 52.85 135.978:55:00 0:02:00 28.0 14.35 12.87 0.00 -0.04 7.46 -128.51 7.468:56:00 0:01:00 66.3 35.88 12.87 0.00 -0.04 38.99 31.53 38.998:58:00 0:02:00 130.1 71.77 12.87 0.00 -0.04 87.45 48.46 87.459:00:00 0:02:00 193.9 107.65 12.87 0.00 -0.04 137.05 49.60 137.059:02:00 0:02:00 257.7 143.53 12.87 0.00 -0.04 191.03 53.99 191.039:04:00 0:02:00 28.0 14.35 12.87 0.00 -0.04 10.04 -181.00 10.049:06:00 0:02:00 66.3 35.88 12.87 0.00 -0.04 40.50 30.47 40.509:08:00 0:02:00 130.1 71.77 12.87 0.00 -0.04 88.60 48.10 88.609:10:00 0:02:00 193.9 107.65 12.87 0.00 -0.04 142.01 53.41 142.019:12:00 0:02:00 257.7 143.53 12.87 0.00 -0.04 193.44 51.43 193.449:14:00 0:02:00 308.7 172.24 12.87 0.00 -0.04 236.46 43.03 236.469:17:00 0:03:00 28.0 14.35 12.87 0.00 -0.04 12.04 -224.43 12.049:19:00 0:02:00 66.3 35.88 12.87 0.00 -0.04 39.32 27.28 39.329:21:00 0:02:00 130.1 71.77 12.87 0.00 -0.04 91.79 52.47 91.799:23:00 0:02:00 193.9 107.65 12.87 0.00 -0.04 144.37 52.59 144.379:25:00 0:02:00 257.7 143.53 12.87 0.00 -0.04 196.73 52.36 196.739:28:00 0:03:00 308.7 172.24 12.86 -0.01 -0.05 237.04 40.32 237.049:29:00 0:01:00 342.7 191.38 12.86 0.00 -0.05 271.93 34.89 271.939:30:00 0:01:00 342.7 191.38 12.67 -0.19 -0.24 272.01 0.08 272.019:31:00 0:01:00 342.7 191.38 12.67 0.00 -0.24 272.03 0.02 272.039:32:00 0:01:00 342.7 191.38 12.67 0.00 -0.24 272.03 0.00 272.039:33:00 0:01:00 342.7 191.38 12.67 0.00 -0.24 272.03 0.00 272.039:34:00 0:01:00 342.7 191.38 12.67 0.00 -0.24 272.04 0.00 272.049:35:00 0:01:00 342.7 191.38 12.67 0.00 -0.24 272.07 0.04 272.079:39:00 0:04:00 342.7 191.38 12.67 0.00 -0.24 272.15 0.08 272.159:42:00 0:03:00 28.0 14.35 12.67 0.00 -0.24 18.09 -254.07 18.099:45:00 0:03:00 289.6 161.50 12.06 -0.61 -0.85 230.60 212.51 230.60

Creep (mm): 0.22OBSERVACIONES:

Lift off inicial: Fecha-hora: 24 Abr 03 - 12:00 Presión (Bar)= 268 Carga (ton)= 149.33 2do. Lift off: Fecha-hora: 07 Jul 03 - 13:25 Presión (Bar)= 267.7 Carga (ton)= 149.16

BLOQUE DE TRANSFERENCIA

REPORTE DEL ENSAYO DE CARGA

ANCLAJE

PLOTEO DE LOS DATOS DEL ENSAYO

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

180.00

200.00

220.00

240.00

260.00

280.00

300.00

0.00 50.00 100.00 150.00 200.00 250.00

Fuerza (ton)

d (m

m)

Análisis gráfico de los datos del ensayo

-50.0

-30.0-10.0

10.0

30.0

50.070.0

90.0

110.0

130.0150.0

170.0

190.0

210.0230.0

250.0

270.0

290.0310.0

330.0

0 50 100 150 200 250

Fuerza (ton)

d (m

m)

Línea ALínea BResidualElástica

Residual Movement

Elastic Movement

0.25

AL

1.33

1.20

1.00

0.75

0.50

Residual Movement

Elastic Movement

Line A: 80% Free Length

Line B: Free Length + 50% Bond Length

PROYECTO : MITIGACIÓN DEL MOVIMIENTO DEL TALUD - FASE IV. C. H. CAÑÓN DEL PATOEQUIPO DE TENSADO ANCLAJE Nº: D-91 LONG. TOTAL (m):

48.50BOMBA HIDRAULICA: MH-300/450 Nº DE CABLES: 9.0 LONG. EXTERNA (m):

0.26MANOMETRO: LEO 1 - KELLER - 3770 FECHA INSTALACION: 4/1/2003 LONG. LIBRE (m):

39.24ALTURA GATA (m): 1.12 Cable cortado (m): 1.38 FECHA INYECCION: 4/1/2003 LONG. ANCLADA (m):

9.00CARGA DE TRABAJO (Ton):

143.50TIPO DE ENSAYO:

COMPROBACIÓN (PROOF TEST)CARGA DE ENSAYO(Ton):

191.40FECHA DE ENSAYO:

16-Jun-03 LONG. VALORIZABLE.(m): 47.23INTERVALO PRESION CARGA DESPLAZAMIENTOS (mm)

HORA TIEMPO MANOMETRO(min) (BAR) (ton) LECTURA Δ TOTAL LECTURA Δ TOTAL

17:09:00 28.0 14.35 35.50 0.00 0.00 0.0017:10:00 0:01:00 66.3 35.88 35.49 -0.01 -0.01 25.27 25.27 25.2717:12:00 0:02:00 130.1 71.77 35.52 0.03 0.02 80.29 55.03 80.2917:14:00 0:02:00 193.9 107.65 35.66 0.14 0.16 133.45 53.16 133.4517:15:00 0:01:00 257.7 143.53 35.53 -0.13 0.03 190.85 57.40 190.8517:17:00 0:02:00 308.7 172.24 35.47 -0.06 -0.03 237.96 47.11 237.9617:19:00 0:02:00 342.7 191.38 35.37 -0.10 -0.13 269.87 31.91 269.8717:20:00 0:01:00 342.7 191.38 35.37 0.00 -0.13 270.78 0.91 270.7817:21:00 0:01:00 342.7 191.38 35.32 -0.05 -0.18 271.13 0.35 271.1317:22:00 0:01:00 342.7 191.38 35.32 0.00 -0.18 271.26 0.13 271.2617:23:00 0:01:00 342.7 191.38 35.35 0.03 -0.15 271.30 0.04 271.3017:24:00 0:01:00 342.7 191.38 35.32 -0.03 -0.18 271.33 0.03 271.3317:25:00 0:01:00 342.7 191.38 35.33 0.01 -0.17 271.36 0.04 271.3617:29:00 0:04:00 342.7 191.38 35.30 -0.03 -0.20 271.44 0.07 271.4417:34:00 0:05:00 28.0 14.35 35.60 0.30 0.10 16.76 -254.68 16.7617:37:00 0:03:00 267.9 149.30 35.46 -0.14 -0.04 212.20 195.44 212.20

BLOQUE DE TRANSFERENCIA

REPORTE DEL ENSAYO DE CARGA

ANCLAJE

PROOF TESTa) whether the anchor has sufficient load carrying

capabilityb) that the apparent tendon free length has been

establishedc) that the rate of creep stabilizes within the

specified limts.

PLOTEO DE LOS DATOS DEL ENSAYO

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

180.00

200.00

220.00

240.00

260.00

280.00

300.00

0.00 50.00 100.00 150.00 200.00 250.00

Análisis gráfico de los datos del ensayo

-50.0

-30.0-10.0

10.030.0

50.070.0

90.0110.0

130.0150.0

170.0190.0

210.0230.0

250.0270.0

290.0310.0

330.0

0 50 100 150 200 250

Línea ALínea BResidualElástica

Residual Movement

Elastic Movement

Line B: Free Length + 50% Bond Length

Line A: 80% Free Length

0.25

0.50

0.75

1.00

1.20

1.33

AL

Residual Movement

Elastic Movement

• Installed 143 Multiple Strand Anchors with capacity of 239 Tonnes (100% GUTS) and a working load of 143.5 Tonnes (60% GUTS) each.

– Total Length of Installed Anchors = 5591.79 meters; Average Length = 41.73 meters.

• Consolidation grouting with cement grout and mortar. Total bagsof cement 12,455 (2.24 bags/m) and 24,306 (4.37 bags/m) bags, respectively. Maximum bags in one hole – 1376 bags in a 53 meter hole.

• Installation of 13 Hydraulic Load Cells. 10 with maximum capacity of 227 Tonnes; 3 with maximum capacity of 136 Tonnes.

• Installation of 2 extensometers and 3 inclinometers.

SUMMARY

D-AnchorsSep-2002 to Aug-2003

C-AnchorsAug-2000 to Jan-2001

A-AnchorsSep-1998 to Mar-2000

slope stabilization at canon del pato hydroelectric project, peru – part 1

Documents

Transcript of slope stabilization at canon del pato hydroelectric project, peru – part 1