slope stabilization at canon del pato hydroelectric project, peru – part 1
TRANSCRIPT
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
B
B
-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
S-11
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
Displacement (mm)1,948
1,938
1,928
1,918
RQDCol./All. (2.6)
Overburden (18)
Failure Zone (3.9)
Sound Rock (15.6)
S13
Displacement (mm)1,916
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
Yellow –COLLUVIUM/ALLUVIUM/FILLGreen –OVERBURDENPink –FAILURE ZONEBlue –SOUND ROCK
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
Yellow –COLLUVIUM/ALLUVIUM/FILLGreen –OVERBURDENPink –FAILURE ZONEBlue –SOUND ROCK
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
Tubo de InyecciónPVC Clase 10 φ 1"
Pared del Agujeroφ = 130mm (5 1/8")
Tubo CorrugadoPVCID = 94mm, OD = 110mm
Centralizador de PVC
Espaciador - Centralizadorde Polietileno
09 Cordones de acero φ = 0.6"Grado 270, Baja RelajaciónASTM A-416
CORTE TRANSVERSAL - TRAMO ANCLADOESC. 1:2
Tubo CorrugadoPVCID = 90mm, OD = 100mm
Espaciador - Centralizadorde 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
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 P-202
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
Zona de contactosegún S-16
S-16
Zona de contactosegún S-15
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
Zona de contactosegún P-203
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