HomeMy WebLinkAboutCT 13-03; ROBERTSON RANCH WEST VILLAGE; GEOTECHNICAL REVIEW OF RETAINING WALLS; 2014-05-27cTrJ3-
LGC Valley, Inc.
Geotechnical Consulting
May 27, 2014 JUL 072014 Project No. 133023-03
Mr. Kevin Brickley LAtvb u
Toll Brothers
725 Town and Country Road, Suite 500 E1PVG
Orange, California 92868
Subject: Geotechnical Review ofMechanically Stabilized Retaining Walls, SouthwestSide ofRobertson
Ranch along El Camino Real Station No. 471+00 to 482+00, Carlsbad Tract No. 13-0,
Carlsbad, California
References: GeoSoils, 2010, Updated Geotechnical Investigation for Robertson Ranch West Village,
Carlsbad, San Diego County, California, W.O. 6145-A-SC, dated October 10, 2010
LGC Valley, Inc., 2014, Geotechnical and Environmental Recommendations for Robertson
Ranch West, Carlsbad Tract No. 13-03, Carlsbad, California, ProjectNumber 133023-03, dated
April 29, 2014
O'Day Consultants, 2013, Grading Plan for Rancho Costera, Robertson Ranch West Village,
Carlsbad Tract No. 13-03,26 Sheets, dated November 25, 2013
Soil Retention Designs, Inc., 2014a, Verdura Segmental Wall Plans, Rancho Costera, 6 Sheets,
dated May 20, 2014
_______ 2014b, Verdura 40 Retaining Wall Design, Rancho Costera, Project Number 1303-006,
dated May 22, 2014
Introduction
In accord with your request and authorization, LGC Valley, Inc. (LGC) has performed a geotechnical evaluation
of the proposed Verdura 40 mechanically-stabilized retaining walls in the southwest portion of the Robertson
Ranch/Rancho Costera project along the north side of El Camino Real between approximate Station No. 471+00
and 482+00 in the City of Carlsbad, California (Figure 1). The Verdura Segmental Wall Plans, dated May 20,
2014, and the wall design calculations dated May 22, 2014 were prepared by Soil Retention Design, Inc. (SRD).
The results of our evaluation are presented below.
The purpose of our evaluation was to review the plans and geotechnical soil parameters utilized in the design
calculations for conformance with the recommendations provided in the referenced geotechnical documents
(LGC, 2014). Geotechnical review of the Verdura 40 Retaining Wall design methodology was not performed as
part of our review. However, global stability analysis of the slope containing the proposed Verdura 40 Retaining
Walls was performed.
28532 Constellation Road • Valencia • CA 91355 • (661) 702-8474 • Fax (661) 702-8475
Existing Geologic Conditions
Review of the geologic conditions of the south-facing slope along the north side of El Camino Real indicates the
slope will be composed mainly of dense to very dense silty sandstones with minor interbeds of clayey sandstones
and sandy to clayey siltstones of the Tertiary-aged Santiago Formation (GeoSoils, 2010 and LGC, 2014). Geologic
mapping and logging of the borings excavated in the general vicinity of the proposed retaining walls indicates the
bedding of thesandstone dips from 4 to 18 degrees to the south to southwest with the out-of-slope component of dip
on the order of 3 to 5 degrees. Two geologic cross-sections (Sections VA-VA' and VB-VB' were constructed and
are presented on Figures 2 and 3. The approximate locations of the two sections are presented on Figure 1.
Provosed Desk'n
Based on the grading plans for the project prepared by O'Day Consultants, the south-facing slope along El Camino
Real is planned as a cut and/or fill-over-cut slope on the order of 75 to 90 feet in height (O'Day, 2013). The proposed
slope inclination is planned to be at a 2:1 (horizontal to vertical) or flatter inclination. The approximate heights of the
slope below, between, and above the two retaining walls are 30 to 34 feet, 6 to 20 feet; and 6 to 25 feet, respectively.
Two Verdura 40 segmental retaining walls are proposed along the south-facing slope on the north side of El Camino
Real between approximate Station No. 471+00 and 482+00. The upper (or north wall) is approximately 1030 feet in
length and varies from 4 to 27.33 feet in total wall height. The lower (or south wall) is approximately 988 feet in
length and varies from 2 to 18 feet in total wall height. The base of the upper wall ranges from an approximate
elevation of 92.5 to 127 feet mean sea level (MSL) while the lower wall ranges from 68.5 to 89 feet MSL. The top
of the upper wall ranges from an elevation of 11 1 to 130 feet MSL and the top of the lower wall ranges from 85 to 92
feet MSL. The face of the segmental retaining walls will have an inclination of 1:4 (horizontal to vertical). A
horizontal area, 11 feet wide along the top of the upper wall and 8 feet wide along the top of the lower wall, is also
proposed. A concrete lined brow-ditch is proposed above both of the retaining walls while a 4-foot wide walkway
path will be presented above the upper wall. The footing for both walls will embedded a minimum of approximately
4 feet below the adjacent grade/slope face in order to meet the 7-foot horizontal setback from the slope face.
The Verdura walls will be constructed with Verdura 40 blocks and Miragrid 8XT and 20XT geosynthetic
reinforcement geogrids at approximate 16- to 24-inch vertical intervals. The length of the geogrids varies from 12 to
29 feet behind the upper wall and 10 to 19 feet in length behind the lower wall. The geogrids will not be placed
within the upper 24 to 40 inches of the walls. A subdrain system is proposed along the back bottom edge of the
geogrids reinforcement area and will be outletted into an appropriate drainage facility.
Verdura 40 Retaining Wall Desiiin Review/Slope Stability Analysis
LGC has reviewed the calculations for the Verdura 40 Segmental Retaining Wall system proposed for
construction as part of the subject project. The calculations were performed by Soil Retention Design Inc. (SRD)
and are presented in their report dated May 22, 2014 (SRD, 2014b). Their report presents calculations for two
Verdura 40 Segmental Retaining Walls ranging in exposed height from I to 23.33 feet, and are designed with a 4-
foot wall embedment. These walls are identified as the North Wall and the South Wall, respectively.
'4
Project No. 133023-03 Page 2 May 27, 2014
Based upon our review of the calculations, SRD has incorporated the geotechnical design parameters provided by
LGC (LGC, 2014). The static and seismic calculations for both internal stability (grid overstress, pullout, and
internal sliding) and external stability (base sliding, overturning, and bearing capacity failures) are the purview of
the wall designer, and no specific review of the calculations for their validity for use in the design of the walls nor
the accuracy of the solutions was performed by LGC.
LGC has performed global slope stability analysis on Cross-Sections VA-VA' and VB-VB' (Figures 2 and 3)
drawn in areas considered the most critical. The locations of these sections are depicted on Figure 1. The slope
stability analyses were conducted using the computer program Gstabl7. The Modified Bishop's and Janbu Method
were used to analyze rotational failure modes, and the Simplified Janbu Method was used to analyze translational
failure modes. A coefficient of horizontal acceleration of 0.15g was used for pseudostatic stability analyses.
Direct shear testing was performed during the previous investigations for the subject site by GeoSoils and the test
results were included in the referenced reviewed report. Shear strength parameters previously used for slope
stability analysis by GeoSoils were used for this study, and are presented in Appendix A.
Results of the global slope stability analyses for the overall slope and segmental wall system indicate adequate
factors of safety greater than 1.5 and 1. 1, for rotational and translational modes of failure, under static and
pseudostatic loading conditions, respectively. The results of our global slope stability analysis are presented in
Appendix A of this letter.
Conclusions and Recommendations
Based on the current design of the Verdura 40 Segmental Retaining Walls (SRD, 2014b) and the anticipated
geotechnical conditions, it is our professional opinion that the proposed slope in the vicinity of the proposed retaining
walls will have a static and pseudostatic factor-of-safety of 1.5 and 1.1 or greater, respectively, following the
completion of the project provided the site is graded and constructed in accordance with the project geotechnical
recommendations and that unforeseen geotechnical conditions are not encountered.
LGC should provide observation and testing during preparation of the foundation soils and reinforced backfill as
well as observation during the installation of back-drains. LGC will collect and test reinforced backfill soils and
provide the test results to he client and wall designer for their evaluation during construction.
If unforeseen geotechnical conditions are encountered, the project geotechnical consultant should evaluate the
conditions and provide appropriate recommendations to ensure that the global stability of the slope and retaining wall
have adequate static and pseudostatic factors-of-safety of at least 1.5 and 1.1, respectively.
Project No. 133023-03 Page May 27, 2014
Basil Hattar, GE 2734
Principal Engineer
Closure
This letter is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to
ensure that the information and recommendations contained herein are brought to the attention of the design engineer
and the necessary steps are taken to see that the information is implemented in the design and construction, as
necessary. If you should have any questions, please do not hesitate to contact us. The undersigned can be reached at
(661)702-8474.
r
Respectfully Submitted,
LGC Valley, Inc.
Randall Wagner, CEG 1612
Senior Project Geologist
RKW/BIHIdc
Attachments: Figure 1 - Site Plan
Figures 2 and 3 - Geologic Cross-Sections VA-VA' and yB-yB'
Appendix A - Slope Stability Calculations
Distribution: (4) Addressee
Project No. 133023-03 Page 4 May 27, 2014
VA
-
0_S z
H w
l Lot 136
La Paz Court
Existing I Topography
Proposed
Verdura Waft
N
Nelson Court
\ VA'I
Lot 116—•---------.'
Tsa
Proposed
_—_—
— —
— — — — —
Grade
Tsa
z3
Tsa
Proposed
Stablilty/Replacement
3-5- dip Fill
100
C 0
60
Tsa
same as (eoSoils Cross-Section E-E'
(GeoSoils, 2010)
—
N3OeE
Scale V = 40'
CROSS-SECTION VA - VA'
Figure 2 Robertson Ranch
Carlsbad, California
133 May 27 2014
VB VB'
La Par Court
180 10t145 101131 I t in ISO Proposed
Grade
Proposed
Verdura WI
Tsa 140
- Topography Af -
140 El Camino Real Existing
C too
Tsa 100
Tsa
Tsa _j
S.
Tsa
Proposed
'20
201
StabII/Repcement
FBI sa T
N8W Scale 1=40
CROSS-SECTION VS - yB
Figure 3 Robertson Ranch
fl f(r Carlsbad, California
13302303 May 27. 2014
APPENDIX A
Slope Stability Analysis
Index
Section
1.0 Approach ........................................................................ A-2 2.0 Design Shear Strength ........................................................................... A-2
3.0 Presentation of Analyses and Results....................................................A-3
Tables
A-i Design Shear Strength Parameters for Slope Stability Analyses.........A-2
A-2 Summary of Slope Stability Analyses....................................................A-3
Figures
A-i - A-12 (Sets) Stability Analyses; gross; static and pseudostatic
Project No. 133023-03 PageA-1 May 27,2014
APPENDIX A
Slope Stability Analyses
1.0 Approach
Slope stability analyses were conducted using the computer program Gstabl7. The
Modified Bishop's and Janbu Methods were used to analyze rotational failure modes,
and the Simplified Janbu Method was used to analyze translational failure modes. A
coefficient of horizontal acceleration of 0.15g was used for pseudostatic stability
analyses.
After a review of the latest Verdura wall plans and profiles and based on our previous
review and supplemental investigation, two cross-sections (VA-VA' and yB-yB')
were considered representative and critical with regards to wall heights and slope
stability analysis.
2.0 Design Shear Strength
Direct shear testing was previously performed during the previous investigations for the
subject site by GeoSoils and were included in the referenced reviewed reports. Shear
strength parameters previously used for slope stability analysis by GeoSoils were used for
this study, and are presented in Table A-i.
TABLE A-1
Design Shear Strength Parameters for Slope Stability Analyses
Cohesion Angle of Internal Friction Saturated Bulk Material (lb/ft) (Degrees) Density
(lb/ft)
Static Seismic Static Seismic
Engineered Fill (At) 100 120 31 35 125
Santiago Formation (Tsa)
Along Bedding 100 120 28 32 135
Cross Bedding 100 120 34 38
Project No. 133023-03 Page A-2 May 27, 2014
TABLE A-2
Summary of Slope Stability Analyses
No Cross- Reference Condition Factor of
Remarks Section Safety
1 VA-VA' Figure A-I Global Stability, Static 1.52 Simplified Janbu Method (Sets)
2 VA-VA' Figure A-2 Pseudostatic for the 1.17 Simplified Janbu Method (Sets) above
3 VA-VA' Figure A-3 Global Stability, Static (Sets)
1.52 Simplified Janbu Method
4 VA-VA' Figure A-4 Pseudostatic for the 1.13 Simplified Janbu Method (Sets) above
5 VA-VA' Figure A-5 Global Stability, Static (Sets) 1.86 Simplified Janbu Method
6 VA-VA' Figure A-6 Pseudostatic for the 1.34 Simplified Janbu Method (Sets) above
7 VB-VB' Figure A-7 Global Stability, Static 1.51 Modified Bishop Method (Sets)
8 VB-VB' Figure A-8 Pseudostatic for the 1.13 Modified Bishop Method (Sets) above
9 VB-VB' Figure A-9 Global Stability, Static (Sets)
1.51 Modified Bishop Method
10 VB-VB' Figure A- 10 Pseudostatic for the
1.31 Modified Bishop Method (Sets) above
11 VB-VB' Figure A-i 1
Sets) Global Stability, Static, 1.68 Simplified Janbu Method
12 Figure
TVB-VB' A-12 Pseudostatic for the 1.42 Simplified Janbu Method (Sets) above
Project No. 133023-03 Page A-3 May 27, 2014
350
300
250
200
150
100
50
0
0
Cross-Section VA-VA' Global Stability C:\STEDWIN\VA1X.PL2 Run By: Username 5/27/2014 12:18PM
# FS Soil Soil Total Saturated Cohesion Friction Piez. a 1.52 Desc. Type UnitWt. UnitWt. Intercept Angle Surfacel b 1.53 1 No. (pcf) (pcf) (psf) (deg) No. c 1.53 Tsa 1 125.0 135.0 100.0 34.0 Wi d 1.53 Af 2 115.0 125.0 100.0 31.0 .-e_1.53
f 1.53
g 1.53
h 1.53
I 1.53
j 1.53
a
jy
Ri62?U-
62
/
Lbfi
Wi I
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin1.52 Safety Factors Are Calculated By The Simplified Janbu Method for the cas
e
o
f
c
&
p
h
i
b
o
t
h
> 0
Lcj,2 E Ps — ?
c:\stedwin\vaixOO'I Page 1
*** GSIARL7 ***
** GSIP.BL7 byGarry H. Gregory, P.S. ** Original Version 1.0, January -1996, Current Version 2.002, December 2001 ** (All Rights Reserved-Unauthorized Use Prohibited)
SLOPE SIBSILIDY ANALYSIS SYSTEM
Modified Bishop, Simplified Jan.bu, or OLE Method of Slices.
(Includes Spencer & Norgeostern-Price Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Mater Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
Analysis Run Date: 5/27/2014 Time of Run: 12:18PM Run By: Username Input Data Filename: C:valx. Output Filename: C:valz.Otl'J Unit System: English Plotted Output Filename: C:valm.PLT
PROBLEM DESCRIPTION: Cross-Section VA-VA'
Global Stability BOUNDARY COORDINATES
14 Top Boundaries
19 Total Boundaries
Boundary X-Left V-Left X-Right No. (it) (it) (it) 1 5.00 50.00- 86.00 2 86.00 50.00 150.00 3 150.00 82.00 152.00 4 152.00 88.50 157.00 5 157.00 88.50 191.00 6 181.00 100.50 186.00 7 186.00 118.00 191.00 8 191.00 116.00 261.00 9 261.00 142.00 276.10 10 276.20 14 2. 00 362.00 11 362.00 142.00 362.10 12 362.20 141.00 437.00 13 437.00 142.00 437.10 14 437.10 143.00 472.00 15 66.00 50.00 86.10 16 86.10 45.00 101.00 17 101.00 45.00 208.00 18 208.00 96.50 276.00 19 276.00 137.00 276.10 Default V-Origin 0.00(ft)
ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil Soil Total Saturated Cohesion Friction
Type Unit Mt. Unit Mt. Intercept Angle No. (pci) (pci) (psi) (deg) 1 125.0 135.0 100.0 34.0
2 115.0 125.0 100.0 31.0
1 PIEZTRIC SURFACE(S) SPECIFIED
Unit Weight of Mater 62.40 (pci) Piezometric Surface No. 1 Specified by Pore Pressure Inclination Factor = 0.50
Point X-Water V-Water No. (it) (it) 1 0.00 48.00 2 86.00 49.00 3 480.00 65.00 REINFORCING LAYER(S)
15 REINFORCING LAYER(S) SPECIFIED.
REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER
c:\stedwin\valx.OUT Page 2
POINT N-COORS V-COOED FORCE INCLINATION NO. FACTOR 1 149.00 78.80 6230.00 0.000 2 161.00 78.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER POINT X-COORD V-COOED FORCE INCLINATION NO. FACTOR 1 149.50 80.60 6230.00 0.000 2 161.00 80.80 6230.05 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER POINT X-COORD V-COOED FORCE INCLINATION NO. FACTOR 1 150.25 82.60 6230.00 0.000 2 162.25 62.60 6230.00 0.000 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER
POINT X-COORD V-COOED FORCE INCLINATION NO. FACTOR 1 150.80 84.80 6230.00 0.000 2 162.86 84.60 6230.00 0.000 REINFORCING LAYER NO. S 2 POINTS DEFINE THIS LAYER POINT N-COORS V-COOED FORCE INCLINATION NO. FACTOR 1 151.48 86.80 6230.00 0.000 2 163.48 86.80 6230.00 0.000 REINFORCING LAYER NO. -6 2 POINTS DEFINE THIS SAYER
POINT X-COORD V-COORS FORCE INCLINATION NO. FACTOR 1 180.00 96.80 6230.00 0.000 2 209.00 96.80 6230.00 0.000 REINFORCING LAYER NO, 7 2 POINTS DEFINE THIS LAYER POINT X-COORD V-COORS FORCE INCLINATION NO. FACTOR 1 180.00 95.80 6230.00 0.000 2 209.50 98.80 6230.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS LAYER POINT N-COORS V-COORS FORCE INCLINATION NO. FACTOR 1 181.09 100.80 6230.00 0.000 2 210.09 100.80 6230.00 0.000 REINFORCING LAYER NO. 9 2 POINTS DEFINE THIS LAYER POINT X-COORD V-COORS FORCE INCLINATION NO. FACTOR 1 181.66 102.80 6230.00 0.000 2 210.66 102.80 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS DEFINE THIS LAYER POINT N-COORS) V-COORS FORCE INCLINATION NO. FACTOR 1 182.23 104.80 6230.00 0.000 2 - 211.23 104.80 6230.00 0.000 REINFORCING LAYER NO. 11 2 POINTS DEFINE THIS LAYER POINT X-COORI) V-COORS FORCE INCLINATION NO. - FACTOR 1 182.80 106.80 6230.00 0.000 2 211.80 106.80 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER POINT X-COORI) S-COORS FORCE INCLINATION
V-Right Soil Type (it) Below Sod 50.00 1 82.05 2 88.50 2 88.50 2 100.50 2 118.00 2 116.00 2 142.00 2 142.00 2 142.00
141.00 1 142.00 1 143.00 1 143.00 1 45.00 1 45.00 1 96.50 2 137.05 1
142.05 1
Pore Pressure Pier.
Pressure Constant Surface Paraxs. (psi) No. 0.00 0.0 0.00 0.0
3 Coordinate Points
c\stedain\va.1x.OU1' Page 3
c:stedwin\valx.OUT Page 4 NO. FACTOR 7 3.6 11849.9 0.0 0_0 0. 0. 0.0 0.0 0.0
1 103.37 100.80 6230.00 0.000
6 20.4 67850.6 0.0 0.0 0. 0. 0.0 0.0 0.0
2 212.37 108.80 6230.00 0.000 9 2.0 7313.6 0.0 0.0 0. 0. 0.0 0.0 0.0
REINFORCING LAYER NO. 13
10 3.0 13527.8 0.0 0.0 0. 0. 0.0 0.0 0.0
2 POINTS DEFINE THIS LAYER
11 5.0 23847.9 0.0 0.0 0. 0. 0.0 0.0 0.0
POINT X-COORD Y-COORD FORCE INCLINATION 12 12.4 53402.2 0.0 0.0 0. 0. 0.0 0.0 0.0
NO. FACTOR 13 4.8 17521.7 0.0 0.0 0. 0. 0.0 0.0 0.0
1 183.94 110.80 6230.00 0.000
14 11.0 38169.0 0.0 0.0 0. 0. 0.0 0.0 0.0
2 212.94 110.80 6230.00 0.000 15 1.7 4703.0 0.0 0.0 0. 0. 0.0 0.0 0.0
REINFORCING LAYER NO. 14
16 15.3 28060.0 0.0 0.0 0. 0. 0.0 0.0 0.0
2 POINTS DESIRE THIS LAYER
- 17 5.9 2978.4 0.0 0.0 0. 0. 0.0 0.0 0.0
9011fF X-COORD y-COORI) FORCE INCLINATION
Failure Surface Specified By 9 Coordinate Points
NO. FACTOR
Point X-Surf 'f-Surf
1 184.51 112.80 6230.00 0.000
NO. (SI) (ft)
2 213.51 112.80 6230.00 0.000
1 80.00 50.00
REINFORCING LAYER NO. 15
2 104.90 47.74
2 POINTS DEFINE THIS LAYER
3 129.80 48.96
POINT X-000RD 'f-CODED FORCE INCLINATION
4 153.90 58.61
NO. FACTOR
5 176.42 67.48
1 185.09 114.80 6230.00 0.000
6 196.64 82.16
2 218.09 114.80 6230.00 0.000
7 213.91 100.24
A Critical Failure Surface Searching Method, Using A Random
8 227.66 121.11
Technique For Generating Circular Surfaces, Has Been Specif
i
e
d
.
9 232.38 132.19
Janhus Empirical Coef. is being used for the case of c & phi both > 0 Factor of Safety
6500 Trial Surfaces Have Been Generated.
°an 1.527 °**
100 Surface(( Initiate(s) From Each Of 60 Points Equally Spaced
Failure Surface Specified By 9 Coordinate Points
Along The Ground Surface Between IC - 80.00 itt)
Point IC-Serf 'f-Surf and IC - 150.00 ft)
NO. (ft) itt>
Each Surface Terminates Between IC - 200.00(ft)
3. 87.12 50.56 and IC 456.00 (ft)
2 112.11 49.74
Unless Further Limitations Were Imposed, The Minimum Elevation
3 136.87 53.16
At Which A Surface Extends Is F - 45.00(St)
4 160.71 60.70
25.00(ft) Line Segments Define Each Trial Failure Surfac
e
.
5 102.92 72.16
Following Are Displayed The Ten Most Critical Of The Trial
6 202.09 87.21
Failure Surfaces Evaluated. They Are
7 220.03 105.41
Ordered - Most Critical First.
8 233.85 126.24
* Safety Factors Are Calculated By The Simplified Janbu Met
h
o
d
* *
9 237.21 133.84
Total Number of Trial Surfaces Evaluated 6000 . Factor of Safety
Number of Trial Failure Surfaces is Greater Than 5000.
° 1.527 •a*
Statistical Data on S'S Values are Not Generated.
- Failure Surface Specified By 9 Coordinate Points
To Generate Stastical Data, Reduce Number of Trial
Point IC-Surf 'f-Surf
Failure Surfaces to 5000 or less.
NO. itt> Itt>
Failure Surface Specified By. 9 Coordinate Points
1 82.37 50.00
Point X-Surf F-Surf
2 107.26 47.65
No. (ft) (ft)
3 132.16 49.95
1 87.12 50.56
4 156.19 56.83
2 112.12 50.77
5 178.53 68.05
3 136.90 5473
6 198.40 83.22
4 160.63. 62.37
7 215.12 101.81
5 182.99 73.50
6 228.10 123.18
6 203.45 6780
9 231.30 131.83
7 221.50 105..16
Factor of Safety 8 236.76 124.97
°° 1.529 '
9 242.70 135.73
Failure Surface Specified By 8 Coordinate Points
Factor of Safety
Point IC-Surf 'f-Surf
* 1.524 *0*
No. (ft) itt>
Individual data on the 17 slices
1 54.24 54.12 Water Water Tie Tie Earthquake . 2 119.24 54.02 Force Force Force Force Force Surcharge 3 143.67 58.31
Slice Width Weight Top sot Norm Tan Nor Fur Load 4 167.36 66,86
No. )ft) (ins> (lbs) (ibs) (Ohs) (i.bs) )lbs) (Ohs) (J.bu) 5 188.98 79.41
1 25.0 17670.1 0.0 0.0 0. 0. 0.0 0.0 0.0 6 200.06 95.57
2 3.3 1863.4 0.0 0.0 0. 0. 0.0 0.0 0.0 7 224.00 114.02
3 23.4 45793.4 0.0 0.0 0. 0. 0.0 0.0 0.0 8 234.17 132.80
4 13.2 34294.1 0.0 0.0 0. 0. 0.0 0.0 0.0 Factor of Safety
5 2.0 6166.0 0.0 0.0 0. 0. 0.0 0.0 0.0 ** 1.529 ***
6 5.0 16668.3 0.0 0.0 0. 0. 0.0 0.0 0.0 Failure Surface Specified By 8 Coordinate Points
crstedwin\va1x.OUT Page 5
c:\stedwin\va3.n.OUT Page 6
Point X-Surf Y-Surf NO. (It) (It) 1 93.05 53.53 2 118.04 52.93 3 142.73 56.87 4 166.30 65.22 6 187.97 77.68 6 207.02 93.87 7 222.84 113.23 8 233.47 132.56 Factor of Safety
*** 5.530 ° Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf NO. (It) (It) 1 82.37 50.00 2 107.27 47.68 3 132.17 49.88 4 156.27 56.52 5 178.78 67.39 6 198.98 82.13 7 216.19 100.26 8 229.86 121.19 9 234.83 133.03 Factor of Safety
cOO 1.530 - Failure Surface Specified By 9 Coordinate Points Point X-Surf Y-Surf No. (It) )tt) 1 80.00 50.00 2 104.81 46.95 3 129.76 48.56 4 153.98 54.77 5 176.62 65.37 6 196.90 79.99 7 214.11 98.12 8 227.66 119.13 9 233.06 132.42 Factor of Safety
1.531 ** Failure Surface Specified By 9 Coordinate Points Point X-Surf 'i-Surf Na. (It) (It) 1 80.00 50.00 2 104.89 47.63 3 129.81 49.56 4 154.04 55.75 5 176.84 86.00 6 197.54 80.01 7 215.53 97.37 8 230.27 117.56 9 238.52 134.29 Factor of Safety
cc. 1.531 cc.
Failure Surface Specified By 9 Coordinate Points Point X-Surf 'i-Surf No. (It) (It) 1 80.00 50.00 2 104.76 46.57 3 129.73 47.98 4 153.95 54.16 5 176.53 64.89 6 196.62 79.77 7 213.47 96.24 8 226.45 119.61 9 230.86 131.67 Factor of Safety
° 1.532
po OF 661531.7 OUTPU'F
350
300
250
200
150
100
50
0
0
Cross-Section VA-VA' Global Stability Pseudostatic
C:\STEDWIN\VA1XE.PL2 Run By: Usemarne 5/27/2014 12:22PM
# FS Soil Soil Total Saturated Cohesion Friction Piez. Load Value a 1.17 Desc. Type Unit Wt. UnitWt. Intercept Angle Surface Horiz Egk 0.150g< b 1.17 I No. (pcf) (pcf) (psf) (deg) No. c 1.17 Tsa 1 125.0 135.0 120.0 38.0 WI d 1.17 Al 2 115.0 125.0 120.0 35.0 WI
f 1.18
g 1.18
h 1.18
I 1.19
j1.19
a
h'1çf________
- 2 r
RS 30
50 100 150 200 250 .300 350 400 450 500 GSTABL7 v.2 FSmin=1.17 Safety Factors Are Calculated By The Simplified Janbu Method for the ca
s
e
o
f
c
&
p
h
i
b
o
t
h
>
0
F6ut2-
I
c:\atednin\valxe.00T Page 1
*** GSTABL7 °**
Cavitation Pressure O.O(psf) °° GSIABL7 by Gerry K. Gregory, P.E. **
REINFORCING LAYER(S) ° Original Version 1.0, January 1996; Current Version 2.002, Decemb
e
r
2
0
0
1
°° 15 REINFORCING LAYER(S) SPECIFIES
(All Rights Reserved-Unauthorized Use Prohibited)
REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER SLOPE STABILITY ANALYSIS SYSTEM
POINT X-COORD Y-000RD FORCE INCLINATION
Modified Bishop, Simplified .lanhu, or OLE Method of Slices. NO. FACTOR
(Includes Spencer a Norgen.stexn-Price Type Analysis)
1 149.00 78.80 6230.00 0.000
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
2 161.00 76.80 6230.00 0.000
Nonlinear Undrained Shear Strength, Curved Phi Envelope, REINFORCING LAYER NO. 2
Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads,
W
a
t
e
r
2 POINTS DEFINE THIS LAYER Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
POINT X-COORII Y-COOREJ FORCE INCLINATION NO. FACTOR
Analysis Run Date: 5/27/2014
1 149.00 60.80 6230.00 0.000
Time of Run: 12:22PM
2 161.00 60.80 6230.00 0.000
Run By: Userueme
REINFORCING LAYER NO. 3
Input Data Filename: C:valxe.
2 POINTS DEFINE THIS LAYER
Output Filename: C: veixe. OUT
POINT X-COORD Y-000RI) FORCE INCLINATION
Unit System: English
NO. FACTOR
Plotted Output Filename: Cvalxe.FLT
1 150.25 82.80 6230.00 0.000
PROBLEM DESCRIPTION: Cross-Section VA-VA'
2 162.25 82.80 6230.00 0.000
Global Stability Pseudostatic
REINFORCING LAYER NO. 4
BOUNDARY COORDINATES
2 POINTS DEFINE THIS LATER
14 Top Boundaries
POINT X-000RD YCOORD FORCE INCLINATION
19 Total Boundaries
NO. FACTOR
Boundary X-Le±t Y-Left X-Right 'I-Right Soil Type 1 150.86 84.80 6230.00 0.000
No. (ft) (It) (It) (It) Below Bed -
2 162.86 84.80 6230.00 0.000
1 0.00 50.00 86.00 50.00 1 REINFORCING LATER NO. 5
2 86.00 50.00 150.00 82.00 2 2 POINTS DEFINE THIS LAYER
3 150.00 82.00 152.00 88.50 2 POINT X-COORD V-COORS) FORCE INCLINATION
4 152.00 88.50 157.00 88.50 2 NO. FACTOR
5 157.00 88.50 181.00 100.50 2 1 151.48 86.80 6230.00 0.000
6 181.00 100.50 186.00 118.00 2 2 163.48 86.80 6230.00 0.000
'1 186.00 116.00 191.00 118.00 2 REINFORCING LAYER NO. 6
8 191.00 118.00 261.00 142.00 2 2 POINTS DEFINE THIS LAYER
9 261.00 142.00 276.10 142.00 2 POINT X-COORD V-COORS) FORCE INCLINATION
10 276.10 142.00 362.00 142.00 1 NO. FACTOR
11 262.00 142.00 362.10 141.00 1 1 180.00 96.80 6230.00 0.000
12 362.10 141.00 437.00 142.00 1 2 209.00 96.80 6230.00 0.000
13 437.00 142.00 437.10 143.00 1 REINFORCING LATER NO. 7
14 437.10 143.00 472.00 143.00 1 2 POINTS DEFINE THIS LAYER
15 86.00 50.00 86.10 45.00 1
- POINT X-COORD V-COORS) FORCE INCLINATION
16 86.10 45.00 101.00 45.50 1 NO. FACTOR
17 101.00 45.00 206.00 98.50 1 1 180.00 98.80 6230.00 0.000
18 208.05 96.50 276.00 137.00 1 2 209.00 98.60 6230.00 0.000
19 276.00 137.00 27610 142.00 1 REINFORCING LATER NO. 8
Default V-Origin = 0.00 )ft)
-. 2 POINTS DEFINE THIS LAYER
ISOTROPIC SOIL PARAMETERS
POINT X-COORD Y-COOBD FORCE INCLINATION
2 Type(s) of Soil
NO. FACTOR
Soil Total Saturated Cohesion Friction pore pressure Pier. 1 181.09 100.80 6230.00 0.000
'type Unit Ni. Unit Nt. Intercept Angle Pressure Constant Surface 2 210.09 100.80 6230.00 0.000
No. (pcI) (pcI) (paf) (dog) Param. (psf( No. REINFORCING LAYER NO. 9
1 125.0 135.0 120.0 38.0 0.00 0.0 1 2 POINTS DEFINE THIS LAYER
2 115.0 125.0 120.0 35.0 0.00 0.0 1 POINT X-COORD V-COORS) FORCE INCLINATION
1 PIEZc8TRIC SURFACE(S) SPECIFIED
NO. FACTOR
Unit Weight of Water - 62.40 (pet)
1 . 181.66 102.80 6230.00 0.000
Piezometric Surface No. 1 Specified by 3 Coordinate Points
2 210.66 102.80 6230.00 0.000
Fore Pressure Inclination Factor 0.50
REINFORCING LAYER NO. 10
Point X-Water Y-Water
2 POINTS DEFINE THIS LAYER
- NO. (It) (It)
POINT X-COORS) Y-COORD FORCE INCLINATION
1 0.00 48.00
NO. FACTOR
2 86.00 48.00
1 182.23 104.80 6230.00 0.000
3 480.00 65.00
2 211.23 104.80 6230.00 0.000
A Horizontal Earthquake Loading Coefficient
REINFORCING LAYER NO. 11 010.150 Has Been Assigned
2 POINTS DEFINE THIS LAYER A Vertical Earthquake Loading Coefficient
POINT X-COORD YCOORD FORCE INCLINATION
010.000 Has Been Assigned
NO. FACTOR
c:\atedwin\valxe.OUT Page 2
c:\stedwio\valxe.OGT Page 3
c:\stedwin\vaife.Oar Page 4 3. 182.80 106.80 6230.00 0.000 2 19.0 23678.8 0.0 0.0 0. 0. 3051.6 0.0 0.0
2 211.80 106.80 6230.00 0.000 3 5.2 8227.1 0.0 0.0 0. 0. 1234.1 0.0 0.0
REINFORCING LAYER NO. 12
4 10.4 18226.1 0.0 0.0 0. 0. 2733.9 0.0 0.0
2 POINTS DEFINE THIS LAYER
5 2.0 4338.7 0.0 0.0 0. 0. 650.8 0.0 0.0
POINT X-CODRD Y-00000 FORCE INCLINATION 6 5.0 11997.0 0.0 0.0 0. 0. 1799.6 0.0 0.0
NO. FACTOR 7 6.1 14226.7 0.0 0.0 0. 0. 2130.0 0.0 0.0
1 183.37 108.80 6230.00 0.000 8 17.9 43298.5 0.0 0.0 0. 0. 6494.8 0.0 0.0
2 212.37 108.80 6230.00 0.000 9 4.6 14730.4 0.0 0.0 0. 0. 2209.6 0.0 0.0
REINFORCING LAYER NO. 13
10 0.4 1757.7 0.0 0.0 0. 0. 283.7 0.0 0.0
2 POINTS DEFINE THIS LAYER
11 5.0 19695.2 0.0 0.0 0. 0. 2584.3 0.0 0.0
POINT X-COORD Y-COORO FORCE INCLINATION 12 15.9 56323.3 0.0 0.0 0. 0. 8446.5 0.0 0.0
NO. FACTOR 13 1.1 3603.5 0.0 0.0 0. 0. 540.5 0.0 0.0
1 183.94 110.60 6230.00 0.000 14 4.4 33750.0 0.0 0.0 0. 0. 2062.5 0.0 0.0
2 212.94 110.80 6230.00 0.000 15 14.4 38533.5 0.0 0.0 0. 0. 5780.0 0.0 0.0 -
REINFORCING LAYER NO. 14
16 18.3 31428.6 0.0 0.0 0. 0. 4714.3 0.0 0.0
2 POINTS DEFINE THIS LAYER
17 12.2 6676.1 0.5 0.0 0. 0. 1001.4 0.0 0.0
POINT X-COOBD Y-COORD FORCE INCLINATION
Failure Surface Specified By 8 Coordinate Points
NO. - FACTOR
- Point N-Surf Y-Surf 1 184.51 112.80 6230.00 0.000
No. (ft) (ft)
2 213.51 112.60 6230.00 0.000
- 1 119.15 66.58
REINFORCING LAYER NO. 15
2 143.68 71.40
2 POINTS DEFINE THIS LAM
3 167.61. 79.65
POINT X-COORD Y-0000D FORCE INCLINATION
4 190.68 88.28 NO. FACTOR
5 212.67 100.17 1 195.09 114.80 6230.00 0.000 6 233.36 114.21 2 214.09 114.80 6230.00 0.000
7 252.53 130.25 A Critical Failure Surface Searching Method, Using A Random 8 264.00 1.42.00 Technique For Generating Circular Surfaces Has. Been Specified. . Factor of Safety Janhus Empirical COef. is being used for the case of c & phi both > 0 *00 1.169 6500 Trial Surfaces Have Been Generated.
Failure Surface Specified By 8 Coordinate Points
100 Surface(s) Initiate(s) From Each Of 60 Points Equally Spaced Point X-Surf Y-Surf Along The Ground Surface Between X - 80.00(ft)
No. (ft) (if) and N 150.00(ft)
1 103.73 58.86 Each Surface terminates Between X = 200.00(ft)
2 128.60 61.36 and N - 456.00(ft)
3 152.92 67.18
Unless Further Limitations Were Imposed, The Minimum Elevation . 4 176.22 76.24 At Which )lSurface Extends Is N - 45.00(ft)
S 198.09 68.35 25.00(ft) Line Segments Define Each Trial Failure Surface. . 6 218.13 103.30 Following Are Displayed The Ten Most Critical Of The Trial 7 235.97 120.81 failOre Surfaces Evaluated, they Are
- 8 249.27 137.98 Ordered - Most Critical First.
Factor of Safety
* * Safety Fedora Are Calculated By The Simplified JAchu Method * 0 - 1.172 *a* Total Number of Trial Surfaces Evaluated 6000 Failure Surface Specified By 9 CoordinSte Points
Number of Trial Failure Surfaces is Greater Than 5000. Point X-Surf P-Surf Statistical Data on FS Values are Not Generated.
No. (ft) (ft) To Generate Stastical Data, Reduce Number of Trial
1 91.86 52.93 Failure Surfaces to 5000 or less.
2 116.77 55.12 Failure Surface Specified By 9 Coordinate Points
3 141.19 60.48 Point X-Surf P-Surf
. 4 164.71 .68.94 No. (FL) (SC) . 5 186.96 - 80.34 1 90.68 52.34
6 207.56 94.51 2 115.36 56.17 . 7 226.17 111.21 3 139.59 62.42
8 242.48 130.15 4 163.06 71.02
9 247.15 137.25 5 185.57 81.90
- Factor of Safety 6 208.89 94.95 . 1.175 7 226.83 110.04
Failure Surface Specified By 8 Coordinate Points 8 245.17 127.02
Point X-Surf P-Surf 9 257.33 140.74
No. (FE) (ft) Factor of Safety
1 108.48 61.24 *** 1.168 •**
2 133.29 64.30 Individual data on the 17 slices
3 157.52 70.44 Water Water Tie Tie Earthquake 4 180.80 79.56 Force Force Force Force Force Surcharge 5 202.75 91.53 Slice Width Weight Top Sot Norm 'fan 8cr Ver Load 6 223.03 106.14 No. (FL) (ins) (lbs) (lbs)(lbs) (lbs) (lbs) (lbs) (Ems) 7 241.33 3.23.17 24.7 12107.6 0.0 0.0 0. 0. 1816.1 0.0 0.0 8 255.47 140.10
C,
c*\stedwiva1xe.0US Page 5
c:\stedwin\valxe.ODT Page 6 Factor of Safety
*0* 1.179 ***
Failure Surface Specified By 9 Coordinate Points Point X-Surf S-Surf No. (ft) Cft 1 100.17 57.08 2 124.02 60.60 3 149.15 66.78 4 172.56 75.53 5 194.90 66.77 6 215.89 100.35 7 235.28 116.12 B 252.86 133.69 9 250.67 14120 Factor of Safety
** 1.182 °*
Failure Surface Specified By S Coordinate Points Point K-Surf F-Surf No. (ft (ft) 1 95.42 5471 2 118.92 59.69 3 143.82 66.71 4 167.23 75.73 5 189.71 66.66 6 211.18 99.49 7 231.49 114.06 8 - 250.51 130.29 9 262.09 142.00 Factor of Safety
*** 1.163 •** Failure Surface Specified By 8 Coordinate Points Point X-Surf S-Surf No. (ft) (ft) 1 107.29 60.64 2 132.06 64.01 3 156.19 70.58 4 179.28 85.16 5 200.95 92.61 6 220.86 107.74 7 238.66 12530 8 248.32 137.65 Factor 06 Safety 00* 1.184 **,fr Failure Surface Specified By 8 Coordinate Points Point X-Surf S-Surf No. (ft) (ft) 1 106.10 60.09 2 130.99 62.44 3 155.32 68.17 4 178.66 77.14 5 200.57 89.17 6 220.66 104.05 7 238.56 12L51 8 252.18 138.86 Factor of Safety
*0* 1.186 *0* Failure Surface Specified By 8 Coordinate Points Point X-Surf S-Surf No. (ft) (ft) 1 106.10 60.05 2 130.67 64.65 3 154.63 71.92 4 177.69 81.46 5 199.61 93.49 6 220.14 10775 7 239.06 124..10 0 253.37 139.39
Factor of Safety *0* 1.166
0*0* END OF GSFFB17 OOJFPUJ' •*°
350
300
250
200
150
100
50
0
0
Cross-Section VA-VA' Global Stability
C:STEDWlN\VA2X.PL2 Run By: Usemame 5/27/2014 12:44PM
# FS Soil Soil Total Saturated Cohesion Friction Piez. a 1.52 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface b 1.54 1 No. (pct) (pcf) (psf) (deg) No. c 1.55 Tsa 1 125.0 135.0 100.0 34.0 WI d 1.56 Af 2 115.0 125.0 100.0 31.0 WI -e—l.57
f 1.58
gl.58
h 1.58
I 1.58
1.58
7 I 1
JLLe
Ti
62 62111
'J4 _J
-
__ __ ______
wi
50 100 150 200 250 300 350 400 450 500
GSTABL7 v.2 FSmin=1.52 Safety Factors Are Calculated By The Simplified Janbu Method for the c
a
s
e
o
f
c
&
p
h
i
b
o
t
h
> 0
FI6ta6 A-3
c:\stedwin\v52n.ODT Page 1
*** GSEABL7 °
POINT X-COORII Y-0001UI FORCE INCLINATION
GSTABL7 by Garry N. Gregory. P.E. "
NO. FACTOR
°* Original. Version 1.0, January 1996; Current Version 2.002, December 2001 * 1 149.00 78.80 6230.00 0.000
tAll. Rights Reserved-Unauthorized Use Prohibited)
2 161.00 78.80 6230.00 0.000
******************************************
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
REINFORCING LATER NO. 2 SLOPE STABILITY ANALYSIS SYSTEM
2 9011415 DEFINE THIS LAYER
Modified Bishop, simplified Jeahu. or OLE Method of Slices. 901141 X-COORD Y-COORD FORCE INCLINATION
(Includes Spencer S Morgenstern-Price Type Analysis)
NO. FACTOR
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
1 149.00 80.80 6230.00 0.000
Nonlinear Undrained Shear Strength, Curved Phi. Envelope,
2 161.00 60.80 6230.00 0.000
Asiaotropic Soil, Fiber-Reinforced Soil., Boundary Loads
,
W
a
t
e
r
REINFORCING LAYER NO. 3
Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
2 POINTS DEFINE THIS LAYER
POINT X-COORO Y-COORD FORCE INCLINATION
Analysis Run Date: 5/27/2014
NO. FACTOR
Time of Run: 12:44PM
1 150.25 82.80 6230.00 0.000
Run By: username
2 162.25 82.80 6230.00 0.000
Input Data Filename: C:va2s.
REINFORCING 223.YNR NO. 4
Output Filename: C:vs25.00T
2 POINTS DEFINE THIS LAYER
Unit System: English
POINT XCOORD YCOORD FORCE INCLINATION
Plotted Output Filename: C:va2x.PLT
NO. FACTOR
FRONtON DESCRIPTION: Cross-Section VA-VP.'
1 150.86 64.80 6230.00 0.000
Global Stability
2 162.86 84.80 6230.00 0.000
BOUNDARY COORDINATES
REINFORCING LAYER NO. 5
14 Top Boundaries
2 POINTS DEFINE THIS LAYER
19 Total Boundaries
POINT XCOORD Y-COORD FORCE INCLINATION
Boundary X-Left Y-Left N-Right Y-Right Soil Type - NO. FACTOR
No. (ft) (ft) (ft) (it) Below Rod
1. 151.48 86.80 6230.00 0.000
1 0.00 50.00 86.00 50.00 1 2 163.48 86.80 6230.00 0.000
2 66.00 50.00 150.00 82.00 2 REINFORCING LAYER NO. 6
3 150.00 82.00 152.00 88.50 2 2 POINTS DEFINE THIS LAYER
4 152.00 88.50 157.00 88.50 2 POINT X-CDORD Y-COORJ) FORCE INCLINATION
5 157.00 88.50 181.00 100.50 2 NO. FACTOR
6 181.00 100.50 196.00 118.00 2 1 180.00 96.80 6230.00 0.000
7 186.00 118.00 191.00 116.00 2
2 209.00 96.80 6230.00 0.000
8 191.00 118.00 261.00 142.00 2 REINFORCING LAYER NO. 7
9 261.00 142.00 276.10 142.00 2 2 POINTS DEFINE THIS LAYER
10 276.10 142.00 362.00 142.00 1 POINT X-COORD Y-COORD FORCE INCLINATION
11 362.00 142.00 362.10 141.00 1
NO. FACTOR
12 362.10 141.00 437.00 142.00 1. 1 180.00 98.80 623000 0.000
13 437.00 142.00 437.10 143.00 1 2 209.00 98.80 6230.00 0.000
14 437.10 143.00 472.00 143.00 1 REINFORCING LAYER NO. 8
15 - 86.00 50.00 86.10 45.00 1 2 POINTS DEFINE THIS LAYER
16 86.10 45.00 101.00 45.00 1 - POINT X-COORJ Y-COORD FORCE INCLINATION
17 101.00 45.00 208.00 96.50 1 NO. FACTOR
18 208.00 96.80 276.00 137.00 1 1 161.09 100.80 6230.00 0.000
19 276.00 137.00 276.10 142.00 1 2 210.09 100.80 6230.00 0.000
Default Y-Origin 0.00 (it)
REINFORCING LATER NO. 9
ISOTROPIC BOIL PAP-VOTERS
2 POINTS DEFINE THIS LAYER
2 Type(s) of Soil
POINT X-COORI) Y-COORD FORCE INCLINATION
Soil Total Saturated Cohesion Friction Pore Pressure Piez. NO. FACTOR
Type Unit WI. Unit Mt. Intercept Angle Pressure Constant Surface 1 181.66 102.80 5230.00 0.000
No. (pcf) (poE) (psi) (dog) Param. (psi) No. 2 210.66 102.80 6230.00 0.000
1 125.0 135.0 100.0 34.0 0.00 0.0 1 REINFORCING LAYER NO. 10
2 115.0 125.0 100.0 31.0 0.00 0.0 1 2 POINTS DEFINE THIS LAYER
1 PIEZOWETRIC SURFACE(S) SPECIFIED
POINT N-COOED 1-COOED FORCE INCLINATION
Unit Weight of Water 62.40 (pci)
NO. FACTOR
Piezosetric Surface No. 1 Specified by 3 Coordinate Points
- 1 182.23 104.80 6230.00 0.000
Pore Pressure Inclination Factor 0.50
2 211.23 104.80 6230.00 0.000
Point N-Water 1-Water
REINFORCING LASER NO. 11
No. (it) (It)
2 POINTS DEFINE THIS LATER 1 0.00 48.00
POINT N-COOED 1-COCA)) FORCE INCLINATION
2 86.00 49.00
NO. FACTOR
3 480.00 65.00
1 182.80 106.80 6230.00 0.000
REINFORCING LAYER(S)
2 211.80 106.80 8230.00 0.000
15 REINFORCING LAYER(S) SPECIFIED
REINFORCING LAYER NO. 12
REINFORCING LAYER NO. 1
2 POINTS DEFINE THIS LAYER
2 POINTS DEFINE THIS LATER
POINT X-CCORD 1-COOED FORCE INCLINATION
c;\stedwio\v525.OUT Page 2
c:\stedwicva2x.0OT Page 3
c:\stedwin\va2.OtIT Page 4
NO. FACTOR
5 1.6 5298.3 0.0 0.0 0. 0. 0.0 0.0 0.0
1 183.37 108.80 6230.00 0.050
6 3.4 11268.3 0.0 0.0 0. 0. 0.0 0.0 0.0
2 212.37 106.80 4230.00 0.000
7 6.1 19742.5 0.0 0.0 0. 0. 0.0 0.0 0.0
REINFORCING LAYER NO. 13
8 8.9 28295.4 0.0 0.0 0. 0. 0.0 0.0 0.0
2 POINTS DEFINE THIS LAYER
9 8.1 23709.0 0.0 0.0 0. 0. 0.0 0.0 0.0
POINT X-COORD 2-COORD FORCE INCLINATION
10 7.2 17719.4 5.0 0.0 0. 0. 0.0 0.0 0.0
NO. FACTOR
11 6.0 11223.5 0.0 0.0 0. 0. 0.0 0.0 0.0
1 183.94 110.80 6230.00 0.000
12 4.7 5222.0 0.0 0.0 0. 0. 0.0 0.0 0.0
2 212.94 110.60 6230.00 0.000
13 2.4 832.9 0.0 0.0 0. 0. 0.0 0.0 0.0
REINFORCING LRDEP. NO. 14
Failure Surface Specified By 12 Coordinate Points
2 POINTS DEFINE THIS LAYER
Point X-Surf 2-Surf
POINT X-COORD 2-COORD FORCE INCLINATION
No. (01) Itt)
NO. FACTOR
1 157.00 88.00
1 184.51 112.80 6230.00 0.000
2 166.93 87.28
2 213.51 112.80 6230.00 0.000
3 176.93 87.37
REINFORCING 2.52Ev NO. 15
4 186.03 88.77
2 901)415 DEFINE THIS LAYER
5 196.46 91.46
901011 X-COORD Y-COORD FORCE INCLINATION
6 205.65 95.39
NO. FACTOR
7 214.25 100.49
1 185.09 114.80 6230.00 0.050
8 222.11 106.68
2 214.09 114.80 6230.00 0.000
9 229.09 113.84
A Critical Failure Surface Searching Method, Using A Random
10 235.06 121.86
Technique For Generating Circular Surfaces, Has Been
Specified.
11 239.93 130.60
lashes Empirical Coef. is being used for the case of c a phi, both > 0
12 241.85 135.43
6000 Trial Surfaces Have Been Generated.
Factor of Safety
105 Surface(s) Initiate(s) From Each Of 60 Points Equally Spaced
°' 1.539 *5*
Along The Ground Surface Between X - 157.00(0 t)
Failure Surface Specified By 12 Coordinate Points
and X 181.00(51)
Point X-Surf 2-Surf
Each Surface Terminates Between X 200.00(ft)
No. (61) (ft) X 350.00(01)
1 159.03 89.52 Wa d Unless Further Limitations Here Imposed, The Minimum Elev
a
t
i
o
n
2 169.1)0 88.71
At Which A Surface Estends Is Y - 45.00(St)
3 178.99 89.15
10.00(ft) Line Segments Define Each Trial Failure Surface.
4 188.85 90.83
Following Are Displayed The Ten Most Critical Of The Trial
5 189.42 93.73
Failure Surfaces Evaluated. They Are
6 207.55 97.81
Ordered - Most Critical First.
7 216.10 103.00
S * Safety Factors Are Calculated By The Simplified JaDhu Method * * 8 223.94 109.21
Total Number of Trial Surfaces Evaluated = 6000
9 230.93 116.35
Number of Trial Failure Surfaces is Greater Than 5000.
10 236.98 124.32
Statistical Data on FS Values are Not Generated.
11 241.99 132.97
To Generate Stastical Data, Reduce Number of Trial
12 243.23 135.91
Failure Surfaces to 5000 or lass.
Factor of Safety
Failure Surface Specified By 11 Coordinate Points
* 1.547
Point -X-Surf 2-Surf
Failure Surface Specified By 11 Coordinate Points
No. (01) (01)
Point X-Surf 2-Surf
1. 157.81 88.91
No. (ft) (61)
2 167.69 87.34
1 159.85 89.92
3 177.69 87.33
2 169.68 05.09
4 18757 88.85
3 179.69 87.92
5 197.10 91.89
4 189.56 89.42
6 206.05 96.36
5 199.06 92.56
7 214.20 102.35
6 207.89 97.25
8 22135 109.14
7 215.82 103.34
9 227.34 117.15
8 222.62 110.68
10 232.03 125.98
9 229.09 119.05
11 234.41 132.86
10 232.09 128.21
Factor of Safety
11 233.14 132.45
*0* 1.524 5*0
Factor of Safety
Individual data on the 13 slices
*0* 1.560 °° (later Water Tie Tie Earthquake Failure Surface Specified By 12 Coordinate Points
Force Force Force Force Force Surcharge Point XSurf 2-Surf
Slice Width Weight Top Sot Noun Tan Her Vet Load No. (ft) (ft(
No. (ft) (Has) (Has) (ibs) (Has) )lbs) )lbs) (1h5) (Ohs) 1 155.65 89.92
1 9.9 3692.1 5.5 0.0 0. 0. 0.0 0.0 0.0 2 169.80 88.93
2 10.0 10361.4 0.0 0.0 0. 5. 0.0 5.0 0.0 3 179.80 89.21
3 3.3 4600.5 0.0 0.0 0. 0. 0.0 0.0 0.0 4 189.68 90.74
4 5.0 12590.1 0.0 0.0 0. 5. 0.0 0.0 0.0 5 199.29 93.50
c\stedwin\vo2x.017? Page 5
6 208.47 97.46 7 217.08 102.54 8 224.98 108.67 9 232.05 115.75 10 238.16 123.66 11 243.23 132.28 12 245.05 136.53 Factor of Safety *0* 1.571 •**
Failure Surface Specified By 11 Coordinate Points Point N-Surf S-Surf No. (ft) (ft) 1 157.81 8891 2 167.49 86.40 3 177.47 85.67 4 187.41 86.74 5 197.00 89.59 6 205.91 94.12 7 213.87 100.17 9 220.61 107.56 9 225.91 116.04 10 229.60 125.33 11 230.87 131.67 Factor of Safety *** 1.S75 Failure Surface Specified By 11 Coordinate Points Point N-Surf S-Surf No. (ft) (ft) 1 161.07 90.53 2 170.94 88.91 3 180.94 88.86 4 190.82 90.38 5 200.34 93.43 6 209.27 97.94 7 217.38 103.80 8 224.47 110.85 9 230.36 118.93 10 234.91 .127.83 - 11 236.83 133.71 Factor of Safety *0* 1.576 ***
Failure Surface Specified By 11 Coordinate Points Point N-Surf S-Surf Nd. (it) (ft) 1 160.25 90.13 2 169.97 87.76 3 179.95 87.17 4 189.88 88.38 5 199.43 91.34 6 208.30 95.97 7 216.19 102.11 8 222.86 109.56 9 22808 118.09 10 231..69 127.41 11 232.62 132.27 Factor of Safety
** 1.576 °
Failure Surface Specified By 11 Coordinate Points Point X-Surf S-Surf No. (ft) (it) 1 158.22 89;11 S 167.91 86.64 3 177.89 85.94 4 197.83 87.03 5 191.41 89.87 6 206.36 94.38 7 214.32 100.41
c\stedwin\va2x.OUS Page 6 8 221.09 107.77 9 226.44 116.22 10 230.20 125.48 11 231.54 131.90 Factor of Safety *0* 1.577 **0 Failure Surface Specified By 11 Coordinate Points Point N-Surf S-Surf No. (ft) (ft) 1 161.48 90.74 2 17123 88.54 3 191..23 88.21 4 191.11 89.74 5 200.53 93.10 6 209.15 98.16 7 216.68 104.74 8 222.85 112.62 9 227.43 121.50 10 230.28 131.09 11 230.32 131.48 Factor of Safety ** 1.581 •*°
*00* 2590 OF GST1BL7 oUrpr
350
300.
250
200
150
100
50
0
0
Cross-Section VA-VA' Global Stability, Pseudostatic
C:STEDWIN\VA2XE.PL2 Run By: Usemame 5/27/2014 12:46PM
# FS Soil Soil Total Saturated Cohesion Friction Piez. Load -Value a 1.13 Desc. Type UnitWL UnitWt. Intercept Angle Surface HorizEqk 0.150g< b 1.13 J No. (pct) (pcf) (psf) (deg) No. c 1.14 Tsa 1 125.0 135.0 100.0 34.0 Wi d 1.15 Pf 2 -. 115.0 125.0 100.0 31.0 Wi
f 1.16
gl.16
h 1.16
i1.16
j1.17
I -
-_JiJF
Lblyl
1
50 . 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin=1.13 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c & phi both> 0
FIGti'Z5 A1
C:\stedwi,s\va2xe.00T Page 1
C:\stedwiu\vs2se.00T Page 2
** GSTABL7 ** ** G51553,7 by Carry S. Gregory, P.E. Original Version 1.0, January 1996; Current Versi
o
n
2
.
0
0
2
,
D
e
c
e
m
b
e
r
2
5
0
1
** (All Rights Reserved-Unauthorized Use Prohibite
d
)
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop. Simplified 'lambs, or GIL Method Of Slices. (Includes Spencer & Morgenstern-Price Type Anal
y
s
i
s
)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear. Undrained Sheer Strength, Curved Phi
E
n
v
e
l
o
p
e
,
Rm.iaotropic Soil, Fiber-Reinforced Soil, Boundar
y
L
o
a
d
s
,
W
a
t
e
r
Surfaces, Pseudo-Static Earthquake, and Applied F
o
r
c
e
O
p
t
i
o
n
s
.
Analysis Run Date: 5/27/2014 Time of Rim: 12:46PM P,ua By: Usexoame Input Data Filename: C:va2se. Output Filename: C:va2ne.OUT Unit System: English Plotted Output Filename, C:va2me.PLT
PROSIER DESCRIPTION: Cross-Section VA-VA'
- Global Stability, Pseudostatic BOUNDARY COORDINATES
14 Top Boundaries
19 Total Boundaries
Boundary - X-Left F-Left X-Right F-Right Soil Type NO. itt) (It) (It) (ft) Below Sod 1 0.50 50.00 86.00 50.00 1 2 86.00 50.00 150.00 82.00 2 3 150.00 92.00 152.00 89.50 2 4 152.00 88.50 157.00 68.50 2 5 157.00 188.50 181.00 100,50 2 6 181.00 100.50 186.00 118.00 2 7 186.00 116.00 191.00 118.00 2 8 191.00 118.00 261.00 142.00 2 9 261.00 142.00 276.10 142.00 2 10 276.10 142.00 362.00 142.00 1 11 362.00 142.00 362.10 141.00 1 12 362.10 141.00 437.00 142.00 1 13 437.00 142.00 437.10 143.00 1 14 437.10 143.00 472.00 143.00 1 15 86.00 50.00 86.10 45.00 1 16 86.10 45.00 101.00 45.00 1 17 101.00 45.00 206.00 96.50 1 16 208.00 96.50 276.00 137.00 1 19 276.00 137.00 276.10 142.00 1 Default F-Origin 0.00(ft) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil - Soil Total Saturated Cohesion Friction Pore Pressure Pier. Type Unit WI. Unit Wt. Intercept Angle Pressure Cons
t
a
n
t
S
u
r
f
a
c
e
No. (pcf) (pci) (pal) (deg) Para,o. (psI) No. 1 125.0 139.0 100.0 34.0 0.00 0.0 2 115.0 125.0 100.5 31.0 0.00 0.0 1 PIEZTRIC SURFACE(S) SPECIFIED
Unit Weight of Water - 62.40 (pcf) Piezometric Surface No. 1 Specified by 3 Coo
r
d
i
n
a
t
e
P
o
i
n
t
s
Pore Pressure Inclination Factor
- 0.50 Point X-Water Y-Water No. )ft) (It) 1 0.00 46.00 2 86.00 49.00 3 480.00 65.00 A Bcrirootai Earthquake Loading Coefficient
000.150 Has Been Assigned A Vertical Earthquake Loading Coefficient 000.000 Has Been Assigned
Cavitation Pressure = O.0)pst) REINFORCING tRIER(S) 15 REINFORCING IAXEK)5) SPECIFIED REINFORCING LED'S?. NO. 1 2 POINTS DEFINE THIS LAYER POINT X-OUORO F-COORD FORCE INCLINATION NO. FACTOR 1 149.00 78.80 6230.00 0.000 2 161.00 78.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS SAYER POINT X-COORD F-COOED FORCE INCLINATION NO. FACTOR 1. 149.00 80.80 5230.00 0.000 2 161.00 80.80 6230.00 0.000 REINFORCING LATE?. NO. 3 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COOED FORCE INCLINATION NO. FACTOR 1 150.25 82.80 6230.00 0.000 2 162.25 82.80 6230.00 0.000 EEI14FORCIO6G LAYER NO. 4 2 POINTS DEFINE THIS LAYER POINT X-COOR1) F-COOED FORCE INCLINATION NO. . FACTOR 1 150.86 84.80 5230.00 0.000 2 162.86 84.50 6230.00 0.000 REINFORCING LAYER NO. 5 2 POINTS DEFINE THIS LAYER POINT X-COORI) F-COOED FORCE INCLINATION NO. FACTOR 1 151.48 86.80 6230.00 0.000 2 163.48 86.80 6230.00 0.000 REINFORCING LOVER NO.
2 POINTS DEFINE THIS LAYER POINT X-COORD F-COOED FORCE INCLINATION NO. FACTOR 1 150.00 96.80 5230.00 0.000 2 209.00 96.80 6230.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LAYER
POINT X-000192 F-COOED FORCE INCLINATION NO. FACTOR 1 150.00 98.80 6230.00 0.000 2 209.00 98,90 6230.00 0.000 REINFORCING 1.825?. NO. 8 2 POINTS DEFINE THIS LAYER POINT X-COORD F-COOED FORCE INCLINATION NO. . FACTOR 1 161.09 100.80 6230.00 0.000 2 210.09 100.80 6230.00 0.000 REINFORCING LAYER NO. 9 2 POINTS DEFINE THIS LAYER POINT X-COORD F-COOED FORCE INCLINATION NO. FACTOR 1 181.66 102,80 6230.00 0.000 2 210.66 102.80 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORI) FORCE INCLINATION NO. FACTOR 1 162.23 104.80 6230.00 0.000 2 211.23 104.80 6230.00 0.000 REINFORCING LAYER NO. 11 2 POINTS DEFINE THIS LAYER POINT X-COORD F-COOED FORCE INCLINATION NO. FACTOR
C:\etedwiaAvalxe.00T Page 3 1 182.00 106.00 6230.00 0.000
2 211.00 106.00 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER
POINT X-COORD P-COORD FORCE INCLINATION
NO. FACTOR 0 183.37 100.80 6230.00 0.000 2 212.37 106.00 6230.00 0.000 REINFORCING LATER NO. 13 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-CODRD FORCE INCLINATION
NO. FACTOR 1 183.94 110.80 6230.00 0.000 2 212.94 110.80 6230.00 0.000 REINFORCING LAYER NO. 14 2 POINTS DEFINE THIS LAYER POINT N-COORS) 1-COORS) FORCE INCLINATION
NO. FACTOR 1 184.51 112.80 6230.00 0.000 2 213.51 112.00 6230.00 0.060 REINFORCING LATER NO. 15 2 POINTS DEFINE THIS LAYER POINT N-COORS) 1-COORD FORCE INCLINATION
NO. FACTOR 1 185.09 114.00 6230.00 0.000 2 214.09 114.00 6230.00 0.000 A Critical Failure Surface Searching Method, Using A R-1- Technique For Generating Circular Surfaces, Has Been Specified. Janbus Empirical Coef. is being used for the case of c & phi bath 2 0 6000 Trial Surfaces Have Been Generated.
100 Surface(s) Initiate(s) From Each Of 60 Points Equally Spaced Along The Ground Surface Between X m 157.00(ft)
and N 181.00(ft) Each Surface Terminates Between X 200.00 (ft)
and X - 350.00)ft) Unless Further Limitations Were Imposed, The Ninimaus Eleva
t
i
o
n
At Which A Surface Extends Is 1 45.00 (ft) 10.00 (ft) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
Safety Factors Are Calculated By The Simplified Jasbu Method * * Total Number of Trial Surfaces Evaluated = 6000
Number of Trial Failure Surfaces is Greater Than 5000.
Statistical. Data on NE Values are Not Generated. To Generate Otastical Data, Reduce Number of Trial Failure Surfaces to 5000 or less. Failire Surface Specified By 11 Cuordinate Points
Point X-Surf P-Surf No. (ft) (Et) 1 157.01 86.91 2 167.69 07.24 3 177.69 87.33 4 187.57 86.85 5 197.10 91.89 6 206.05 96.35 7 214.20 102.15 8 221.35 109.14 9 227.34 117.15 10 232.03 125.98 11 234.41 132.88 Factor of Safety * 1.132
Individual data on the 13 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bet Norm Tan Nor Ver Load
C:\stedwio\va2xe.OUT Page 4 No. (ft) (ibs) (iba) (lb.) )lbs) (1.las) (ll,$) (lbs) (ibs
)
9.9 3692.1 0.0 0.0 0. 0. 553.8 0.0 2 10.0 10361.4 0.0 0.0 0. 0. 1554.2 0.0 3 3.3 46005 0.0 0.0 0. 0. 690.1 0.0 4 5.0 12090.1 0.0 0.0 0. 0. 1813.5 0.0 5 1.6 5298.3 0.0 0.0 0. 0. 794.8 0.0 6 3.4 11268.3 0.0 0.0 0. 0. 1690.3 0.0 7 6.1 19742.5 0.0 0.0 0. 0. 2961.4 0.0 8 8.9 28295.4 0.0 0.0 0. 0. 4244.3 0.0 9 8.1 23709.0 0.0 0.0 0. 0. 3556.3 0.0 10 7.2 17719.4 0.0 0.0 0. 0. 2657.9 0.0 11 6.0 11223.5 0.0 0.0 0. 0. 1663.5 0.0 12 4.7 5222.8 0.0 0.0 0. 0. 783.4 0.0 13 2.4 832.9 0.0 0.0 0. 0. 124.9 0.0 Failure Surface Specified By 12 Coordinate Points point X-Surf P-Surf No. (ft) (ft) 1 157.00 88.50 2 166.93 87.28 3 176.83 87.37 4 106.83 86.77 5 196.46 91.46 6 205.65 95.39 7 214.25 100.49 8 222.11 106.68 8 229.09 113.84 10 235.06 121.86 11 239.93 130.60 12 241.85 135.43 Factor of Safety
- 1.134 *** Failure Surface Specified By 12 Coordinate Points
Point N-Surf P-Surf No. (ft) (ft) 1 159.03 09.52 2 169.00 88.71 3 178.99 89.15 4 188.95 90.83 5 198.42 93.73 6 257.55 97.01 7 216.10 103.00 9 223.94 109.21 9 230.93 116.35 10 236.98 124.32 11 241.59 132.97 12 243.23 135.91 Factor of Safety
** 1.139 •** Failure Surface Specified By 13 Coordinate Points Point X-Surf P-Surf No. (ft) (EL) 1 159.03 69.52 2 168.98 88.47 3 178.98 88.58 4 180.90 89.85 5 198.60 92.27 6 207.96 95.80 7 216.84 100.39 8 225.13 105.99 9 232.71 112.51 10 239.40 119.67 11 245.35 127.96 12 250.24 136.69 13 251.02 138.58 Factor of Safety
**' 1.148 Failure Surface Specified By 12 Coordinate Points
0.0
0.0 0.0
0.0
0.0
5.0
0.0
0.0
0.0
0.0
0.0
5.0 0.0
C:\stedwin\va2re.0uT Page 5 Point X-Suzi Y-Surf NO. (ft) (ft) 1 3.59.85 89.92 2 169.80 68.93 3 179.80 89.21 4 189.68 90.74 5 199.29 93.50 6 208.47 97.46 7 217.08 102.54 8 224.98 108.67 9 232.05 115.75 10 236.16 123.66 11 243.23 132.29 12 245.55 136.53 Factor of Safety
° 1.153 °°° Fa.tlure Surface specified By 11 Coordinate Points
Point X-Surt Y-Surf 600. . ft) (ft) 1 158.85 89.92 2 169.68 60.09 3 179.68 87.92 4 189.56 69.42 5 199.06 92.56 6 207.89 97.25 7 215.82 103.34 8 222.62 110.66 9 228.09 119.05 10 232.09 126.21 11 233.14 132.45 Factor of Safety *0* 1.198 '°° Failure Surface Specified By 12 Coordinate Points
Point X-Surf F-Surf NO. (ft) (it) 1 162.70 91.35 2 172.61 90.01 3 182.61 89.98 4 192.52 91.28 5 202.18 83.87 6 211.41 97.71 7 220.06 102.74 8 227.96 108.86 9 234.99 115.97 A 241.03 123.95 11 245.95 132.65 12 247.91 137.51 Factor of Safety
* 1.162 *0* Failure Surface Specified By 13. Coordinate Points
Point X-Surf F-Surf No. (ft) (ft) 1 160.25 90.13 2 169.97 87.76 3 179.95 87.17 4 189.88 88.38 5 199.43 91.34 6 208.30 95.97 7 216.19 102.11 8 222.80 109.56 9 228.08 118.09 10 231.69 127.41 11 232.62 132.27 Factor of Safety
**0 1.162 0*0
Failure Surface Specified By 11 Coordinate Points
Point X-Surf F-Surf
C:\stedwinva2xe.001' Page 6 No. (ft) (it) 1 161.07 90.53 2 170.54 88.91 3 180.94 88.86 4 190.82 90.38 5 200.34 93.43 6 209.27 97.94 7 217.38 103.80 8 224.47 110.85 9 230.36 118.93 10 234.91 127.83 11 236.83 133.71 Factor of Safety
* 1.165 •* Failure Surface Specified By 11 Coordinate Points Point X-Surf F-Surf No. (ft) (ft) 1 157.81 88.91 2 167.49 86.40 3 177.47 85.67 4 187.41 86.74 5 197.50 89.59 6 205.91 94.12 7 213.87 100.17 8 220.61 107.56 9 225.91 116.04 10 229.60 125.33 11 230.87 131.67 Factor Of Safety
*0* 1.166 0*0
°* END OF 0ST531.7 OUTPUT *00*
350
300
250
200
150
100
50
0
0
Cross-Section VA-VA' Global Stability C:\STEDWIN\VA3X.PL2 Run By: Usemame 5/27/2014 1:16PM
# ES Soil Soil Total Saturated Cohesion Friction Piez. a 1.86 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface b 1.86 1 No. (pcf) (pcf) (pat) (deg) No. c 1.86 Isa 1 125.0 135.0 Aniso Aniso Wi d 1.86 Af 2 115.0 125.0 100.0 31.0 Wi
f 1.86
g 1.86
hl.86
i 1.89
1.89
a
—__2
&Is 6130
lb 6230
—
Wi 41
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin=1.86 Safety Factors Are Calculated By The Simplified Janbu Method for the c
a
s
e
o
f
c
&
p
h
i
b
o
t
h
> 0
C:\stedwin\va3X.OUT Page 1
* GSTABL7 *** 5* GSTP.5L7 by Garry N. Gregory, P.E. ** *5 Original Version 1.0, January 1996 Current Version 2.002, December 2001 * (All Rights Reserved-Unauthorized Use Prohibited)
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Jaubu, or ERR Method of Slices. (Inclines Spencer & 14orgenstern-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
Analysis Run Date; 5/27/2014 Time of Run; 1:16PM Rum By; Ozeruana Input Data Filename: C:va3x. Output Filename: C:va3x.OUT Unit System: English Plotted Output Filename: C:Va3X.PLT
PROBLEM DESCRIPTION: Cross-Section VA-VA'
Global Stability BOUNDARY COORDINATES
14 Top Boundaries
19 Total Boundaries Boundary X-Left N-Left X-Right N-Right Soil Type No. (ft) (It) Aft) (ft) Below sod 1 0.00 50.00 86.00 50.00 1 2 66.00 90.00 190.00 82.00 2 3 150.00 82.00 152.00 88.50 2 4 152.00 68.50 157.00 88.50 2 5 157.00 88.50 181.00 100.50 2 6 181.00 100.50 186.00 118.00 2 7 186.00 118.00 191.00 118.00 2 8 191.00 118.00 261.00 142.00 2 9 261.00 142.00 276.10 142.00 2 70 276.10 142.00 362.00 142.00 1 11 362.00 142.00 362.10 141.00 12 362.10 141.00 437.00 142.00 1 13 437.00 142.00 437.10 143.00 1 14 437.10 143.00 472.00 143.00 1 15 86.00 50.00 86.10 45.00 1 16 86.10 45.00 101.00 45.00 1 17 101.00 45.00 208.00 96.55 1 18 208.00 96.50 276.00 137.00 1 19 276.00 137.00 276.10 142.00 1 Default Y-Origin 0.00(61)
ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit St. Unit Nt. Intercept Angle Pressure Constant Surface No. (pci) (pof) )psf( )deg( Parma. (psf) No. 1 125.0 135.0 100.0 34.0 0.00 0.0 2 115.0 125.0 100.0 31.0 0.00 0.0 ANISOTROPIC STRENGTH PARAMETERS 1 soil type(s)
Soil Type 1 Is Anisotropic
Number Of Direction Ranges Specified - 3 Direction Counterclockwise Cohesion Friction
Range Direction Limit Intercept Angle No. (deg) (psf( (deg) 1 0.0 100.00 34.00 2 5.0 100.00 28.00 3 90.0 100.00 34.00 ANISOTROPIC SOIL NOTES;
(1) An input value of 0.01 for C and/or Phi will cause Aniso C and/or Phi to be ignored in that range.
C:\stedwin\va3x.OUT Page 2
An input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack.
An input value of 0.03 for Phi will set both Phi and C equal to zero, with water weight in the tension crack. 1 PIEZO4ETREC SURFACE(S) SPECIFIED
Unit Weight of Water 62.40 (pcf) Piezometric Surface No. 1 Specified by 3 Coordinate Points Pore Pressure Inclination Factor 0.50 Point X-Water N-Water No. (ft) (It) 1 0.00 48.00 2 86.00 49.00 3 480.00 65.00 REINFORCING LAYER(S) 10 REINFORCING LAYER(S) SPECIFIED REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER POINT X-COORD Y-CCIORD FORCE INCLINATION NO. FACTOR 1 149.00 78.80 6230.00 0.000 2 161.00 78.80 6230.00 0.000 REINFORCING LANE?. NO. 2 2 POINTS DEFINE THIS LAYER POINT K-CODA)) Y-CCORD FORCE INCLINATION NO. FACTOR 1 149.00 80.80 6230.00 0.000 2 161.00 80.80 6230.00 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER POINT K-COOED N-COOED FORCE INCLINATION NO. FACTOR 1 150.25 82.80 6230.00 0.000 2 162.25 82.80 6230.00 0.000 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER POINT X-COORD N-COON)) FORCE INCLINATION NO. FACTOR 1 150.86 84.80 6230.00 0.000 2 162.86 84.80 6230.00 0.000 REINFORCING LAYER NO. 5 2 POINTS DEFINE THIS LAYER POINT K-COOED N-COOED FORCE INCLINATION NO. FACTOR 1 151.48 96.80 6230.00 0.000 2 163.48 86.80 6230.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 180.00 96.60 6230.00 0.000 2 209.00 96.80 6230.00 0.500 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LAYER POINT X-COORD Y-COORI) FORCE INCLINATION NO. FACTOR 1 180.00 98.80 6230.00 0.000 2 209.00 98.80 6230.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS LAYER
POINT X-COOED Y-COORD FORCE INCLINATION NO. FACTOR 1 181.09 100.80 6230.00 0.000 2 210.09 100.80 6235.00 0.000 REINFORCING LAYER NO. 9 2 POINTS DEFINE THIS LAYER
POINT K-COORS) Y-CCORD FORCE INCLINATION NO. FACTOR
C;\stedwin\va3x.OUT Page 2
1. 181.66 102.80 6230.00 0.500 2 210.66 102.80 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORI) FORCE INCLINATION NO. FACTOR 1 182.23 104.80 6230.00 0.000 2 211.23 104.80 6230.00 0.000 REINFORCING LAYER NO. 11 2 POINTS DEFINE THIS LATE]!.
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 182.80 106.80 6230.00 0.000 2 211.80 106.80 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER
POINT X-COORO Y-COORD FORCE INCLINATION NO. FACTOR 1 183.37 108.80 6230.00 0.000 2 212.37 108.80 6230.00 0.000 REINFORCING LAYER NO. 13 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 183.94 110.80 6230.00 0.000 2 212.94 110.80 6230.00 0.000 REINFORCING LAYER NO. 14 2 POINTS DEFINE THIS LAYER
POINT X-COOP.1) Y-COORD FORCE INCLINATION NO. FACTOR 1 186.51 112.80 6230.00 0.000 2 213.51 112.80 6230.00 0.000 REINFORCING LAYER NO. 15 2 POINTS DEFINE THIS LAYER
POINT X-COOBI) Y-COORD FORCE INCLINATION NO. FACTOR. 1 185.09 114.80 6230.00 0.000 2 214.09 114.80 6230.00 0.000 Janhus Empirical Coef is being used for the case of c & phi both > 0 A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been Specified.
5000 Trial Surfaces Have Seen Generated.
2 Boxes Specified For Generation Of Central Block Base
Length Of tine Segments For Active And Passive Portions Of
Sliding Block Is 50.0 Box X-Lett Y-Left N-Right YRight Height No. (it) (it) ]ft) (It) (It) 1 190.00 90.00 230.00 105.00 50.00 2 230.10 105.00 250.00 110.00 50.00 WASHING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined
By The Following 4 Coordinate Points Point X-Surf Y-Surf No. (it) (it) 1 189.88 118.00
2 194.62 116.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Betweenb***** an******* WARNING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points Point N-Surf ?-Surf No. (it) )ft) 1 189.88 116.00 2 194.62 116.26
C:\stedwin\va3s.0D'r Page 4
3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between***-*- and*a*a** WARNING! The factor of safety calculation did not converge in 20 iterations.
The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points
Point N-Surf Y-surf No. (ft) (it) 1 189.88 118.00 2 194.62 116.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between ra NABBING! The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question IS Defined
By The Following 4 Coordinate Points
Point X-Surf Y-Surf No. (It) (ft) 1 189.88 118.00 2 194.62 116.26 3 282.75 103.67 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between****** and* ***** WARNING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points
Point N-Surf Y-Surf NO. (it) (ft) 1 189.88 119.00 2 194.62 116.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between* *a*** and****** WARNING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points
Point X-Surf Y-Surf No. (ft) (it) 1 189.88 118.00 2 194.62 116.26 3 262.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between****** ***** a WARNING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points
Point N-Surf Y-Surf No. (ft) (it) 1 169.88 118.00 2 194.62 116.26 3 262.75 153.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between****** WASHING) The factor of safety calculation did not converge in 20 iterations.
The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points
Point N-Surf F-Surf No. (It) (it) 1 189.88 118.00 2 194.62 116.26 3 282.75 103.67 4 282.90 142.00 ##8#9###4(##66###88## SOME LINES SKIPPED 8#fr###6##6##9#f##6##
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First. a * Safety Factors Are Calculated By The Simplified Janhu Method *
CI\stedwin\va3x.60r Page 6
C\stedwio\va3x.00T Page 5 Total Number of Trial Surfaces Evaluated 5000
Failure Surface Specified By S Coordinate Points
W3BOUNO( The Factor of Safety Calculation for one or More Trial Surfaces Point X-Surf F-Surf
Did Not Converge in 20 Iterations.
NO. (Pt) (Pt)
Nuo.ber of Trial Surfaces with Non-Converged PS - 8
1 150.58 83.88
Percentage of Trial Surfaces With Non-Valid PS Solutions
2 19254 82.85
of the Iota]. Evaluated = 0.2 6
3 231.32 95.95
Statistical. Data On All Valid PS \'alueS
4 258.14 138.16
PS Max = 123.787 PS Win - 1.864 ES Ave 6.064
5 261.37 142.00
Standard Deviation - 6.192 Coefficient of Variation 102.11 8
Factor Of Safety
Failure Surface Specified By 5 Coordinate Points
CCC 1.864 CCC
Point X-Surf F-Surf
Failure Surface Specified By 5 Coordinate Points
No. (Pt) (Pt)
Point X-Surf F-Surf
1 150.58 83.68
No. (Pt) (Pt)
2 192.54 82.83 -
1 150.58 83.88
3 23132 95.95
2 192.54 82.85
0 258.14 138.16
3 231.32 95.95
5 261.37 142.00
4 258.14 138.16
Factor of Safety
S 261.37 142.00
- CCC 1.864 CC*
Factor of Safety
Individual data on the 13 slices
C 1.864 C* Water Water - Tie Tie Earthquake
Failure Surface Specified By 5 Coordinate Points
- Force Force Force Force Force Surcharge Point X-Surf f-Surf
Slice Width Weight Top Sot Noon Tan Bar Ver Load No. (Pt) (Pt)
No. (Pt) )lbs) (lbs) (lb.) (lbs) (ibs) (lbs) (ins) (ins) 1 150.58 83.88
1.4 380.3 0.0 0.0 0. 0. 0.0 0.0 0.0 2 192.54 82.85
2 5.0 2711.1 0.0 0.0 0. 5. 0.0 0.0 0.0
. 3 231.32 95.95
3 23.3 29116.4 0.0 0.0 0. 0. 0.0 0.0 0.0 4 258.14 138.16
4 0.7 1437.0 0.0 00 0. 5. 0.0 0.5 0.0 5 261.37 142.00
5.0 15131.7 0.0 5.0 0. 0. 0.0 0.0 0.0 Factor of Safety
6 5.0 20359.7 0.0 0.0 0. 0. 0.0 0.0 0.0 C*s 1.864 C*
7 1.5 6343.1 0.0 5.0 0. S. 0.0 0.0 0.0 Failure Surface Specified By S Coordinate Points
8 15.5 64636.3 0.0 0.0 0. 0. 0.0 0.0 0.0 Point X-Surf F-Surf
9 23.3 98712.9 0.5 0.0 0. 0. 0.0 0.0 0.0 NO. )ft) (Pt)
10 14.8 46526.0 0.0 0.0 0. 0. 0.0 0.5 0.0 ). 150.56 83.88
11 12.1 14258.7 0.0 0.0 0. 0. 0.0 0.0 0.0 2 192.54 82.85
12 2.9 544.6 0.0 0.0 0. 0. 0.0 0.0 0.0 3 231.32 95.95
13 0.4 9.6 0.0 0.0 S. 0. 0.0 0.0 0.0 4 258.14 138.16
Failure Surface Specified By 5 Coordinate Points
5 261.37 142.00
Point X-Surf F-Surf
Factor of Safety
Na. (Pt) (It)
** 1.864 CC*
1 150.58 83.88
Failure Surface Specified By 5 Coordinate Points
2 192.54 82.65
Point X-Surf F-Surf
3 231.32 95.95
No. (Pt) (Pt)
4 258.14 138.16
1 146.14 80.07
5 261.37 142.00
2 154.33 76.01
Factor of Safety
3 204.33 75.85
CCC 1.864 CCC
4 257.32 109.83
Failure Surface Specified By 5 Coordinate Points
5 289.47 142.00
Point N-Surf F-Surf
Factor of Safety
No. (Pt) (Pt)
1.893 **•
1 150.58 83.88
Failure Surface Specified By 5 Coordinate Points
2 192.54 82.85
Point N-Surf F-Surf
3 231.32 95.95
No. (Pt) (Pt)
4 258.14 138.16
1 146.14 80.07
5 261.37 142.00
2 1.54.33 76.01
Factor of Safety
3 204.33 15.85
*** 1.864 •**
4 257.32 109.83
Failure Surface Specified By 5 Coordinate Points
5 289.47 142.00
Point X-Surf f-Surf
Factor of Safety
No. (Pt) (Pt)
CCC 1.893 CCC
1 150.58 83.88
**CC END OF GSTABL7 OUTPUT CC*C
2 192.54 82.85 3 231.32 95.95 4 256.14 138.16 261.37 142.00 Factor of Safety
CCC 1.864 CCC
350
300
250
200
iáo
100
50
Cross-Section VA-VA' Global Stability, Pseudostatic
C:\STEDWINVA3XE.PL2 Run By: Usemame 5/27/2014 1:18PM
# ES Soil Soil Total Saturated Cohesion Friction Piez. [ Load Value a 1.34 Desc. Type UnitWt UnitWt. Intercept Angle Surfacej_HorizEqk 0.150g< b 1.34 I No. (pcf) (pcf) (psf) (deg) No. C 1.34 Tsa 1 125.0 135.0 Aniso Aniso WI d 1.34 Af 2 115.0 125.0 100.0 31.0 WI
f 1.34
gl.34
h 1.34
1.34
j1.34
a
I • 2 1
_ I
62 30
6230 -
Lw__ -
0 50 100 150 200 250 300 350 400 450 500
GSTABL7 v.2 FSmin1 .34 Safety Factors Are Calculated By The Simplified Janbu Method for the case of c & phi both> 0
I6vvt1 /(
C;\stedwinva3xe.00T Page 1
GSP_P.BL7 GSTABL7 by Garry B. Gregory, P.E. 0* Original Version 1.0, January 1996; Current Version 2.002, December 2001 (All Rights Reserved-Unauthorized Use Prohibited)
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Janbu, or OLE Method of Slices. (Includes Spencer & Morgenotera-Price Type Analysts) Including Pier/Pile, Reinforcement, Soil Mail, Tieback, Nonlinear Undrained Shear Strength, Curved Phi Envelope, Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
Analysis Run Date: 5/27/2014 Time of iSGa: 1:18PM Run By: Useruame Input Data Filename'. C:vs3xe. Output Filename: C:va3xe.00T Unit System: English Plotted Output Filename: C:va3xe.PLT PROBLEM DESCRIPTION: Cross-Section VA-VA' Global Stability, pseudostatiu BOUNDARY COORDINATES
14 Top Boundaries
19 Total Boundaries Boundary X-Left P-Left X-Right P-Right Soil Type No. (ft) (It) (ft) (Si) Below Bad 1 0.00 50.00 86.00 50.00 1 2 86.00 50.00 150.00 82.00 2 3 150.00 82.00 152.00 08.50 2 4 152.00 88.50 157.00 08.50 2 5 157.00 68.50 181.00 100.50 2 6 181.00 100.50 166.00 118.00 2 7 186.00 116.00 191.00 118.00 2 8 191.00 118.00 261.00 142.00 2 9 241.00 142.50 276.10 142.00 2 10 276.10 142.00 362.00 142,00 1 11 382.50 142.00 362.10 141.00 1 12 362.10 141.00 437.00 142.00 1 13 437.00 142.00 437.10 163.00 1 14 437.10 143.00 472.00 143.00 1 15 86.00 50.00 66.10 45.00 1 16 86.10 45.50 101.00 45.00 1 17 101.50 45.00 208.00 96.50 1 18 209.00 96.50 276.00 137.00 1 19 276.00 137.00 276.10 142.00 1 Default F-Origin 0.00 (It)
ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit WI. Unit WI. Intercept Angle Pressure Constant Surface No. (pot) (pot) -(pot) (deg) Peram. (pat) No. 1 125.0 135.0 100.0 34.0 0.00 0.0 2 115.0 125.0 100.0 31.0 0.00 0.0 ANISOTROPIC STRENGTH PARAMETERS 1 soil type(s)
Soil Type 1 Is Anisotropic Number Of Direction Ranges Specified 3 Direction Counterclockwise Cohesion Friction
Range Direction Limit Intercept Angle No. (dog) )psf) (deg) 1 0.0 100.00 34,00 2 5.5 100.00 28.00 3 90.0 100.00 34.00 ANISOTROPIC SOIL NOTES:
(1) An input value of 0.51 for C and/or Phi will cause Anion C and/or Phi to he ignored in that range.
C:\5tedwin\v03e.OUT Page 2 An input value of 0.02 for Phi will set both Phi and
C equal to zero, with no water weight in the tension crack. An input value of 0.03 for Phi will net both Phi and C equal to zero, with water weight in the tension crack. 1 PIEZOMEYRIC SURFACE(S) SPECIFIED Unit Weight of Water 62.40 (pot) Piermetric Surface No. 1 Specified by 3 Coordinate Points Pore pressure Inclination Factor 0.50 Point X-Water F-Water No. (It) (ft( 1 5.00 40.00 2 66.00 49.00 3 480.00 65.00 A Horizontal Earthquake Loading Coefficient Ofo.lsO Has Been Assigned A Vertical Earthquake Loading Coefficient 050.000 Has Been Assigned
Cavitation Pressure - O.O(psf( REINFORCING LAYER(S) 15 REINFORCING LAYER (S) SPECIFIED REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 149.00 78.80 6230.50 0.000 2 161.00 70.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER
POINT X-COOBD P-COORS FORCE INCLINATION NO. RECTOR 1 149.00 80.80 6230.00 0.000 2 161.00 80.90 6230.50 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER
POINT X-COORI) F-COORS) FORCE INCLINATION NO. FACTOR 1 150.25 82.80 6230.00 0.000 2 162.25 82.80 6230.00 0.000 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 150.86 94.90 6230.00 0.000 2 162.86 64.60 6230.00 0.000 REINFORCING LAYER NO. S 2 POINTS DEFINE THIS LAYER
- POINT X-COORD P-COORS) FORCE INCLINATION NO. FACTOR 1 151.48 86.80 6230.00 0.000 2 163.46 96.80 6230.00 0.000 REINFORCING LAYER NO. 6 2 POINTS DEFINE THIS LAYER
POINT X-COORD - Y-COORD FORCE INCLINATION NO. FACTOR 1 180.00 96.80 6230.00 0,000 2 209.00 96.80 6230.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LAYER POINT X-COORD P-COORS) FORCE INCLINATION NO. FACTOR 1 190.00 98.80 6230.00 0.000 2 209.00 98.60 6230.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS LAYER
POINT X-COORD P-COORS) FORCE INCLINATION NO. FACTOR 1 101.09 100.80 6230.00 0.000
C:\stedwin\ve3xe.0UT Page 3
2 210.09 100.80 6230.00 0.000 REINFORCING LATER NO. 9 2 POINTS DEFINE THIS LAYER POINT X-COORD 1-COORD FORCE INCLINATION NO. FACTOR 1 181.66 102.80 6230.00 0.000 2 210.66 102.60 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COON!) FORCE INCLINATION NO. FACTOR 1 182.23 104.80 6230.00 0.000 2 211.23 104.80 6230.90 0.000 REINFORCING LAYER NO. 11 2 POINTS DEFINE THIS LAYER
POINT X-00000 F-COOP)) FORCE INCLINATION NO. FACTOR 1 182.60 106.60 6230.00 0.000 2 211.80 106.80 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COOP)) FORCE INCLINATION NO. FACTOR 1 163.37 108.80 6230.00 0.000 2 212.37 108.80 6230.00 0.000 REINFORCING LAYER NO. 13 2 POINTS DEFINE THIS LAYER
POINT - X-COORD F-CODED FORCE INCLINATION NO. FACTOR 1 183.94 110.80 6230.00 0.000 2 212.94 110.80 6230.00 0.000 REINFORCING LAYER NO. 14 2 POINTS DEFINE THIS LAYER
POINT X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 164.51 112.80 6230.00 0.000 2 213.51 112.80 6230.00 0.000 REINFORCING LAYER NO. 15 2 POINTS DEFINE THIS LAYER
POINT X-COOBI( F-COOP)) FORCE INCLINATION NO. - FACTOR 1 165.09 114.90 6230.00 0.200 2 214.09 114.80 6230.00 0.000 Janbus Empirical. Coef is being used for the case of = & phi both > 0 A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.
5000 Trial Surfaces Have Been Generated.
2 Boxes Specified For Generation Of Central Block Base Length Of Line Segments For Active And Passive Portions Of Sliding Block Is 50.0 Box X-Left F-Left X-Right F-Right Height No. (It) (It) (ft) (It) (It) 1 190.00 90.00 230.00 105.00 50.00 2 230.10 105.00 350.00 110.00 50.00 WARNING The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points Point N-Surf F-Surf No. (It) (It) 1 189.98 118.00 2 194.62 116.26 3 282.25 103.97 4 282.90 142.00 Factor of Safety for the preceding Surface is Between22.321 assd22.16
8
MASSING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question IS Defined
C:\stedxsn\va2xe.OUT Page 4 By The Following 4 Coordinate Points Point X-Surf F-Surf No. (It) (ft) 1 189.89 118.00 2 194.62 116.26 3 282.75 103.87 4 292.90 142.00 Factor of Safety for the Preceding Surface is Betweeu22.321 end22. 168 W55541W0( The factor of safety calculation did not converge in 20 iterat
i
o
n
s
.
The Trial Failure Surface In Question 15 Defined
By The Following 4 Coordinate Points Point N-Surf I-Surf No. (It) (It) 1 189.86 118.00 2 194.62 116.26 3 262.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between22.321 erd2.2.168 WARNING! The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined
By The Following 4 Coordinate Points
Point N-Surf F-Surf No. (It) (It) 1 189.68 116.00 2 194.62 118.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between22.32
1
-
1 2.168 WARNING! The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points Point 24-Surf F-Surf No. (ft) (It) 1 189.88 118.00 2 394.62 116.26 3 282.75 103.97 4 292.90 142.00 Factor of Safety for the Preceding Surface is 2e1ween22 .321 and22 .168 WARNING) The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points Point N-Surf I-Surf No. (ft) (It) 1 189.88 118.00 2 194.62 116.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is 9e1ween22.321 aad22. 168 WARNING( The factor of safety calculation did not converge in 20 iterations. The Trial Failure Surface In Question Is Defined By The Following 4 Coordinate Points Point X-Surf F-Surf No. (ft) (It) 1 189.88 116.00 2 194.62 116.26 3 282.75 103.87 4 282.90 142.00 Factor of Safety for the Preceding Surface is Between22.321 an
d
2
2
.
1
6
8
WARNING! The factor of safety calculation did not converge in
2
0
iterations. The Trial Failure Surface In Question Is Defined
By The following 4 Coordinate Points ##8###9#99######i(##ft SOME LINES SHIPPED #811#4(##9###6####9### Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First.
* Safety Factors Are Calculated By The Simplified Jaohu Method Total Number of Trial Surfaces Evaluated 5000
C\ctedwin\va3xe.OtJT Page 5
WARNING! The Factor of Safety Calculation for one or More Trial Surfaces Point X-Surf F-Surf Did Not Converge in 20 Iterations.
No. (Pt) (Pt) Numb= of Trial Surfaces with Woo-Converged PS - 8 1 150.50 83.80 Percentage of Trio). Surfaces With Non-Valid ES Solutions 2 192.54 82.85 of the Total Evaluated 0.2 5
3 231.32 95.95 Statistical Data On All Valid PS 'blues: 4 258.14 138.16 ES Max 21.476 ES Win - 1.342 OS Ave 3.070 5 261.37 142.00 Standard Deviation - - 1.634 Coefficient of Variation - 53.24 9 Factor of Safety Failure Surface Specified By .5 Coordinate Paints . . "° 1.342 •*O Point X-Surf 'f-Surf
. . Failure Surface Specified By 5 Coordinate Points
No. (ft) (Pt)
Point X-Surf 'f-Surf 1 100.58 83.88
NO. (ft) (ft( 2 182.54 82.85
1 150.58 83.88 3 231.32 95.95
2 192.54 82.85 4 258.14 138.16
3 231.32 95.95 5 261.37 142.00
4 258.14 138.16 Factor of safety
5 261.37 142.00
*** 1.342 *c
Factor of Safety lodividual data 00 the 13 slices
05* 1.342 ** Water Water Tie lie Earthquake Failure Surface Specified By S Coordinate Points Force Force Force Force Force Surcharge Point X-Surf 'f-Surf
Slice Width Weight Top Sot Norm Tan her Ver Load No. (Pt) (ft) No. (Pt) (155) (iSo) (Ohs) (lbs) (lb.) (lb.) (15*) (155) 1 150.58 83.88 1.4 380.3 0.0 0.0 0. 0. 57.1 0.0 0.0 2 102.54 82.85 2 5.0 2711.1 0.0 0.0 0. 0. 406.7 0.0 0.0. 3 231.32 95.95 3 23.3 29116.4 0.0 0.0 0. S. 4367.5 0.0 0.0 4 258.14 138.16 4 . 0.7 1437.0 0.0 0.0 0. 0. 215.5 0.0 0.0 5 261.37 142.00 5 5.0 15131.7 0.0 0.0 0. 0. 2269.8 0.0 0.0 Factor of Safety 6 5.0 20355.7 0.0 0.0 0. S. 3054.0 0.0 0.0 1.342 °
7 1.5 6343.1 0.0 0.0- 0. 0. 951.5 0.0 0.0 Failure Surface Specified By 5 Coordinate Points
8 15.5 64636.3 0.0 0.0 0. 0. 9695.5 0.0 0.0 Point X-Sflrf 'f-Surf 23.3 98712.9 0.0 0.0 0. 0. 14806.8 0.0 0.0 No. (Pt) (Pt) 10 14.8 46526.0 0.0 0.0 0. S. 6578.9 0.0 0.0 1 150.58 83.88 11 12.1 14258.7 0.0 0.0 0. S. 2138.8 0.0 0.0 2 192.54 82.85 12 2.9 544.6 0.0 0.0 0. 0. 01.7 0.0 0.0 3 231.32 95.95 13 0.4 9.6 0.0 0.0 0. 0. 1.4 0.0 0.0 4 258.14 138.16 Failure Surface Specified By 5 Coordinate Points 5 261.37 142.00 Point X-Surf 'f-Surf .
Factor of Safety No. (ft) (Pt)
5*0 1.342 •** 1 150.58 83.88
Failure Surface Specified By 5 Coordinate Paints
2 192.54 82.85 . Point X-Surf 'f-Surf 3 231.32 95.95
No. (ft) (ft) 4 258.14 138.16
1 146.14 80.07 5 261.37 142.00
2 154.33 76.01 Factor of Safety
3 . 204.33 75.85 0*0 1.342 •o
4 257.32 100.83 Failure Surface Specified By 5 Coordinate Points 5 299.47 142.00 Point X-Surf 'f-Surf
Factor of Safety No. (Pt) (Pt)
0*0 1.343 *0* 1 150.58 83.88
Failure Surface Specified By 5 Coordinate Points 2 192.54 82.05
Point X-Surf 'f-Surf 3 231.32 95.95
No. (ft) (ft) 4 259.14 138.16
1 146.14 80.07 5 261.37 142.00
2 154.33 76.01 Factor of Safety
3 204.33 75.85 *5* 1.342
4 257.32 109.83 Failure Surface Specified By S Coordinate Points
. 5 209.47 142.00 Point X-Surf 'f-Surf
P6c10r of Safety No. (Pt) (Pt)
00* 1.343 ** 1 150.58 83.88
°° END OF GSTAEL7 OUTPUT 0*00 2 192.54 82.85 3 231.32 55.95 4 256.14 138.16 5 261.37 142.00 Factor of Safety
00* 1.342 00*
Failure Surface Specified By 5 Coordinate Points
C:\stedwin\va25e.OUT Page 6
350
300
250
200
150
100
50
0
0
Cross-Section VB-VB' Global Slope Stability
C:\STEDWIN\VBIX.PL2 Run By: Usemame 5/27/2014 1:50PM
# FS Soil Soil Total Saturated Cohesion Friction I Piez. a 1.51 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface b 1.51 1 No. (pcf) (pcf) (psf) (deg) No. c 1.52 .Tsa 1 125.0 135.0 Aniso Aniso WI d 1.52 At 2 115.0 125.0 100.0 31.0 Wi
f t52
g 1.52
hl.52
i 1.53
j 1.53
•
1 •
6.23 •
__
____
624e 2
A6
15 2
1
50 100 150 200 250'• 300 350 400 450 500
GSTABL7 v.2 FSmin1.51
Safety Factors Are Calculated By The Modified Bishop Method
F&r Pc-1
C:\stedwin\vblx.0UT Page 1
0*5 GStanL7 *** GSTRRL7 by Garry H. Gregory, P.E. ** s Original Version 10, January 1996: Current Version 2.002, December 2001 (All Rights Reserved-Unauthorized Use Prohibited)
SLOPE STABILITY 2.3093.FSIS SYSTEM Modified Bishop, Simplified .Ianbu, or GIE Method of Slices. (Includes Spencer B Morgeosteru-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Na.il, Tieback, Nonlinear Usd*ained Shear Strength, Curved Phi Envelope, Anisotrepic Soil, Fiber-Reinforced Soil, Boundary Leads, Water Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
Analysis Run Date: 5/27/2014 Time of Run, 1:50PM Run By: Useroame Input Data Filename: C:vbtx. Output Filename: C:vblx.OUF Unit System: English Plotted Output Filename: C:vblx.PLT PROBLEM DESCRIPTION: Cross-Section VS-VB'
Global Slope Stability BOUNDARY COORDINATES
17 top Boundaries
- 21 Total Boundaries Boundary X-Lett F-Left X-Right F-Right Soil Type No. (It) )ft) (ft) (ft) Below Bed 1 0.00 53.00 60.00 53.00 1 2 80.00 53.00 99.00 52.00 1 3 99.00 52.00 112.00 50.00 1 4 112.00 50.00 120.00 53.00 1 5 120.00 53.00 128.60 54.00 1 6 128.60 54.00 181.00 60.20 2 7 191.00 00.20 183.00 87.00 2 8 183.00 87.00 189.00 87.00 2 9 169.00 87.00 216.00 98.80 2 10 216.00 98.60 -220.00 114.00 2 11. 220.00 114.00 232.00 114.00 2 12 232.00 114.00 279.00 137.00 2 1.3 279.00 137.00 369.00 137.00 2 14 369.00 137.00 369.10 135.00 2 15 369.10 135.00 405.00 135.00 1 16 405.00 135.00 405.10 136.00 1 17 405.10 136.00 480.00 138.00 1 18 128.60 54.00 126.70 49.00 1 18 128.70 49.00 143.60 49.00 1 20 143.60 49.00 295.00 117.00 1 21 295.00 111.00 389.10 135.00 1 Default F-Origin - 0.00(ft) ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Pies. Type Unit Wt. Unit Nt. Intercept Angle Pressure Constant
S
u
r
f
a
c
e
No. (poE) (pcf) (pal) (deg) P5mm. (psf) We. 1 125.0 135.0 100.0 34.0 0.00 0.0 2 115.0 125.0 100.0 31.0 0.00 0.0 INISOFROPIC S19E1401H PARAMETERS
1 soil type(s)
Soil Type 1 Is Anisotropic
(lumber Of Direction Ranges Specified = 3 Direction Counterclockwise Cohesion Friction
Range Direction Limit Intercept - Angle No. (dog) (psI) (deg) 1 3.0 100.00 34.00 2 5.0 100.00 28.00 3 90.0 100.00 34.00 ANISOTROPIC SOIL NOTES:
C:\otedwiu\vblx.OUT Page 2 An input value of 0.01 for C and/or Phi will cause 1niso C and/or Phi to be ignored in that range. An input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. An input value of 0.03 for Phi will set both Phi and C equal to zero, with water weight in the tension crack. 1 P1500HITRIC SURFACE (S) SPECIFIED Unit Weight of Water = 62.40 (pcf) Piezoontric Surface No. 1 Specified by 7 Coordinate Points Pore Pressure Inclination Factor - 0,50 Point X-Water F-Water No. (It) (ft) 1 0.00 53.00 2 80.00 53.00 3 99.00 52.00 4 112.00 50.00 5. 120.00 53.00 6 125.00 54.00 7. 480.00 80.00 REINFORCING LAYER (S) 17 REINFORCING LAYER (S) SPECIFIES) REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER POINT k-COORS) F-COOED FORCE INCLINATION NO. FACTOR 1. 180.00 74.80 6230.00 0.000 2 199.00 74.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER POINT X-COORO F-COORS) FORCE INCLINATION NO. FACTOR 1 180.00 76.80 6230.00 0.000 2 199.00 76.80 6230.00 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER POINT X-COORD F-COORS) FORCE fl1CLflUYION NO. FACTOR 1 180.55 76.80 6230.00 0.000 - 2 199.55 78.60 6230.00 0.000 REINFORCING LRYNR. NO. 4 2 POINTS DEFINE THIS LAYER
POINT X-COORI) F-COORS) FORCE INCLINATION NO. FACTOR 1 181.40 80.90 6230.00 0.000 2 200.40 60.00 6230.00 0.000 REINFORCING LAYER NO. 5 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COORS) FORCE INCLINATION NO. FACTOR 1 191.84 82.80 6230.00 0.000 2 200.84 82.80 6230.00 0.000 REINFORCING LAYER NO. 6 2 POINTS DEFINE THIS LAYER
PDISF1' IC-COORS) F-COORS) FORCE INCLINATION NO. FACTOR 1. 182.29 84.80 6230.00 0.000 2 201.29 84.80 6230.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COORS) FORCE INCLINATION NO. FACTOR 1 215.00 04.50 6230.00 0.000 2 237.00 94.00 6220.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS I,AI'ER
POINT SI-COORD F-COORS) FORCE INCLINATION NO. FACTOR
C:\stedwin\vblx.OUT Page 3
1 215.00 94.80 6230.00 0.000 2 231,00 94.80 6230.00 0.000 REINFORCING LAYER NO. 9 2 POINTS DEFINE THIS LAYER
P00241 X-COORO F-CODED FORCE INCLINATION NO. FACTOR 1 215.00 96.80 6230.00 0.000 2 231.00 96.80 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-CODED FORCE INCLINATION NO. FACTOR 1 216.18 98.80 6230.00 0.000 2 238.18 98.80 6230.00 0.000 REINFORCING LATER NO. 11 2 POINTS DEFINE THIS LAYER
POINT X-0005D F-CODED FORCE INCLINATION NO. FACTOR 1 216.62 100.80 6230.00 0.000 2 236.62 100.80 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER
POINT X-COORD S-COQRI) FORCE INCLINATION NO. FACTOR 1 211.07 102.80 6230.00 0.000 2 239.07 102.80 6230.00 0.000 REINFORCING LAYER NO. 13 2 POINTS DEFINE THIS LAYER
POINT I X-COORD Y-COORD FORCE INCLINATION NO. FACTOR 1 217.51 104.80 6230.00 0.000 2 239.51 104.80 6230.00 0.000 REINFORCING LAYER NO. 14 2 POINTS DEFINE THIS LATER POINT F-CODED Y-COORD FORCE INCLINATION NO. FACTOR 1 217.96 106.80 6230.00 0.000 2 239.96 106.80 6230.00 0.000 REINFORCING LAYER NO. 15 2 POINTS DEFINE THIS LAYER
POINT - F-CODA)) F-COOS)) FORCE INCLINATION NO. FACTOR 1 218.40 108.80 6230.00 0.000 2 240.40 108.80 6230.00 0.000 REINFORCING LAYER NO. 16 2 POINTS DEFINE THIS LAYER
POINT F-COOS)) Y-COORD FORCE INCLINATION NO. FACTOR 1 218.84 110.80 6230.00 0.000 2 240.84 110.80 6230.00 0.000 REINFORCING LAYER NO, 17 2 POINTS DEFINE THIS LAYER
POINT X-COORD F-COOS)) FORCE INCLINATION NO. FACTOR 1 219.29 112.80 6230.00 0.000 2 241.29 112.60 6230.00 0.000 A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
6000 Trial Surfaces Have Seen Generated.
100 Surface(s) Initiate(s) From Each 05 60 Points Equally Spaced Along The Ground Surface Between F 50.00(ft) and X 185.00(ft( Each Surface Terminates Between X 220.00(ft)
and X 480.00(ft) Unless Further Limitations Were imposed, The Minimum Elevation
At Which A Surface Extends Is F 0.50)11) 10.00)ft) Line Segments Define Each Trial Failure Surface.
C:\stedwin\vb3.x.OUT Page 4
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
* Safety Factors Are Calculated By The Modified Bishop Method
* Total Number of Trial Surfaces Evaluated - 6000 Number of Trial Failure Surfaces is Greater Than 5000.
Statistical Data on FS Values are Not Generated.
To Generate Stastieal Data, Reduce Number of Trial
Failure Surfaces to 5000 or less.
Failure Surface specified By 22 Coordinate Points
Point F-Surf F-Surf No. (ft) (ft) 1 98.48 52.03 2 108,30 50.16 3 118,22 46.93 4 128.21 48.34 5 138.21 46.40 6 148.18 49.11 7 158.09 50.46 8 167.89 52.45 9 177.54 55.07 10 187.00 58.31 11 196.23 62.15 12 205.20 66.59 - 13 213.85 71.59 14 222.17 77.14 15 230.11 83.22 16 237.64 89.81 17 244.72 96.86 18 251.34 104.36 19 257.46 112.21 20 263.05 120.56 21 268.10 129,19 22 269.73 132.48 Circle Center At X 132.29 ; Y - 202.57 and Radius 154.29 Factor of safety
** 1.511 •**
Individual data on the 37 slices
- Water Water Tie Tie Earthquake Force Force torte Force Force Surcharge Slice Width Weight Top Sot Norm Tan Nor lien Load No. (ft) (iba) (ins) (lbs) (Ohs) (Ohs) (iba) (iba) (iba)
1 0.5 2.6 0.0 1,2 0. 0. 0.0 0.0 0.0 2 9.3 254.0 0.0 141,5 0. 0. 0.0 0.0 0.0 3 3.7 178.3 0.0 62,2 -0. 0, 0.0 0.0 0.0 4 6.2 1550.9 0.0 680.9 0. 0. 0.0 0.0 0.0 S 1.8 906.0 0.0 395,4 0. 0. 0,0 0,0 0.0 6 5.0 3115.7 36.6 1479.0 0. 0. 0.0 0.0 0.0 7 - 3.2 2306.1 67.3 1135.7 0. 0. 0.5 0.0 0.0 6 0.4 300.3 6.4 145,1 0. 0. 0,0 0,0 0.0 9 5.1 74.2 1.6 36,9 0. 0. 0.0 0.0 0.0 10 9.5 9456.4 0.0 3695.6 0. 0. 0.0 0.0 0.0 11 5.4 7547.1 0.0 2212.3 0. 5, 0.5 0,0 0.0 12 4.6 7565,8 0,0 1681.4 0, 0, 0.0 0.0 0.0 13 9.9 19748.2 0.0 3906.0 0. 0. 5.0 0.0 0.0 14 2.4 5497.0 0.0 898,4 0. 0. 0.0 0,0 0.0 15 7.4 178626 0.0 2417.0 0. 0. 0.5 0.0 0.0 16 9.1 25908.0 0.0 2324.2 0. 0. 0.0 0.0 0.0 17 3,5 9825.6 0,0 526.5 0. 0. 0.0 0.0 0.0 18 2.0 6435.2 0.0 207.6 0. 0. 0.0 0.0 0.0 19 4.0 13942.7 0.0 202.7 0. 0. 0.0 0.0 0.0 20 0.7 2292.0 0.0 5.3 0. 0. 0.0 0.0 0.0 21 1.3 4416.2 0.0 0.0 0. 0. 0.0 0.0 0.0 22 7.2 23990.1 0.0 0.0 0. 0. 0.0 0.0 0.0 23 9.0 29526.3 0.0 0.0 0, 0. 0,0 0.0 0.0 24 8.7 27589.2 0.0 0.0 0. 0. 0.0 0,0- 0.0 25 2.1 6612.6 0.5 0.0 0. 5. 0.5 0.0 0.0
C\stedwth\vb1x.OUT Page 5
C:\stedwin\vblx.OIJT Page 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
26 4.0 15060.9 0.0 0.0 0. 0. 27 2.2 9034.0 0.0 0.0 0. 0. 29 7.9 31341.5 0.0 0.0 0. 0. 29 1.9 6595.5 0.5 0.0 0. 0. 30 5.6 19324.9 0.0 0.0 0. 0. 31 2.6 7937.5 0.0 0.0 0. 0. 32 4.5 12568.4 0.0 0.0 0. 0. 33 6.6 16158.3 0.0 0.0 0. 0. 34 6.1 11715.4 0.0 0.0 0. 0. 35 5.6 7335.9 0.0 0.0 0. 0. 36 5.0 3221.4 0.0 0.0 0. 0. 37 1.6 232.5 0.0 0.0 0. 0. Failure Surface Specified By 23 Coordinate Points Point X-Surf 0-Surf No. (ft) (ft) 1 100.68 51.74 2 110.36 49:25 3 120.19 47.40 4 130.12 46.20 5 140.10 45.65 6 150.10 45.76 7 160.07 46.52 8 169.97 47.96 9 179.76 $0.00 10 189.39 52.70 11. 198.82 56.02 12 206.01 59.96 13 216.93 64.49 14 225.53 69.59 15 233.77 75.25 16 241.63 81.43 17 249.07 69.12 18 256.05 95.20 10 262.55 502.88 20 260.53 110.69 21 273.98 119.20 22 276.66 128.00 23 263.15 137.00 Circle Center At X - 143.46 ; 0 - 198.07 and Radius 152.46 Factor of Safety
1.514 • Failure Surface Specified By 23 Coordinate Points Point X-Surf 0-Surf
NO. (ft) (ft) 1 94.07 52.26 2 103.73 49.69 3 113.55 47.77 4 123.47 46.53 5 133.45 45.95 6 143.45 46.05 7 153.42 46.83 6 163.32 4829 9 173.09 50.39 10 182.70 53.16 11 192.10 56.57 12 201.25 60.61 13 210.11 65.25 14 219.63 70.40 15 226.78 76.28 7.6 234.51 62.61 17 241.81 89.16 18 248.62 96.77 19 254.93 - 104.54 20 260.70 112.70 21 265.90 121.24 22 270.51 130.12 23 272.03 133.59
Circle Center At 77. 136.95 0 193.94 and Radius - 140.02 Factor of Safety
CCC 1.516 •** Failure Surface Specified By 23 Coordinate Points
Point 0-Surf 0-Surf NO. (it) (ft) 91.86 52.38 2 101.58 49.99 3 111.42 48.24 4 121.36 47.12 5 121.35 46.64 6 141.35 46.80 7 151.31 47.61 0 161.21 49.05 9 170.99 51.13 10 180.62 53.83 11 190.05 57.14 12 199.26 61.06 13 206.19 65.55 14 216.82 70.61 15 225.10 76.21 16 233.01 82.34 17 240.50 80.95 10 247.56 96.04 19 254.15 103.56 20 260.24 111.50 21 265.00 119.80 22 270.83 128.45 23 273.82 134.47 Circle Center At 0 133.79 0 202.20 and Radius 135.65 Factor of Safety
1.536 Failure Surface Specified By 24 Cootdinat6 Points Point X-Surf 0-Surf NO. (ft) (ft) 1 94.07 52.26 2 103.72 49.65 3 113.52 47.67 4 123.43 46.32 5 133.41 65.62 6 143.41 45.57 7 153.39 46.16 8 163.31 47.39 9 173.14 49.27 10 182.82 51.77 11 192.32 54.09 12 201.60 56.63 13 210.61 62.95 14 219.33 67.94 15 227.72 73.29 16 235.73 79.27 17 243.34 85.76 18 250.52 92.72 19 257.23 100.13 20 263.45 107.96 21. 269.15 116.16 22 274.31 124.75 23 276.91 133.63 24 - 280.38 137.00 Circle Center At X 139.27 0 200.07 and Radius 154.56 Factor of Safety
** 1.556 .a* Failure Surface Specified By 20 Coordinate Points
Point X-Surf 0-Surf No. (ft) (ft) 1. 107.29 50.72 2 117.00 48.33
C:\stedn\vble.OIJf Page 7
3 126.97 46.72 4 136.83 45.88 5 146.83 45.84 6 156.80 46.59 7 166.68 48.13 8 176.41 50.44 9 165.93 53.51 10 195.17 57.33 11 204.08 61.87 12 212.61 67.09 13 220.70 72.98 14 228.29 79.48 15 235.35 86.57 16 241.82 54.19 17 247.67 102.30 18 252.86 110.95 19 257.36 119.78 20 260.75 128.07 Circle Center At X 142.36 2 = 172.06 and Radius - 126.30 Factor of Safety
1.518 . - Failure Surface Specified By 23 Coordinate Points Point X-Surf 2-Surf NO. (ft) (ft) 1 100.68 51.74 2 110.30 49.00 3 120.08 46.93 4 129.98 45.53 5 139.95 44.81 6 149.95 44.78 7 159.93 45.42 8 169.84 46.16 9 179.64 48.76 10 189.28 51.43 11 198.71 54.76 12 207.89 58.72 13 216.78 63.30 14 225.33 68.48 15 233.51 74.23 16 241.29 80.53 17 248.60 87.34 18 255.44 94.64 19 .261.76 102.39 20 257.53 110.56 21 272.73 119.10 22 277.34 127.97 23 281.26 137.00 Circle Center At 11 145.46 5 190.77 and Radius 146.06 Factor of Safety
*** 1.521 *5*
Failure Surface Specified By 23 Coordinate Points Point X-Surf 2-Surf NO. (ft) (ft) 1 98.48 52.03 2 108.08 49.23 3 117.85 47.11 4 127.74 45.67 5 137.72 44.91 6 147.72 44.85 7 157.70 45.46 8 167.61 46.80 9 177.41 48.80 10 187.04 51.47 11 196.47 54.81 12 205.65 58.78 13 214.52 63.39 14 223.06 68.59
C:\stedwin\vblx.0ITT Page 8 15 231.22 74.38 16 238.96 80.71 17 246.24 87.56 18 253.03 94.91 19 259.29 102.70 20 265.00 110.91 21 270.1.3 119.49 22 274.66 128.41 23 278.11 236.56 Circle Center At X - 143.62 2 = 189.27 and Radius - 144.48 Factor of Safety
*5* 1.522 Failure Surface Specified By 22 Coordinate Points Point X-Surf 2-Surf Re. (St) (ft) 1 89.66 52.49 2 99.34 49.56 3 109.16 48.08 4 119.09 46.88 5 129.07 46.35 6 139.07 46.50 7 149.04 47.32 8 158.92 48.81 9 168.69 50.97 10 178.28 53.79 11 187.67 57.25 12 196.79 61.33 13 205.62 66.02 14 214.12 71.31 15 222.23 77.15 16 229.94 83.53 17 237.19 90.41 18 243.96 97.77 19 250.22 105.57 20 255.93 113.77 21 261.08 122.35 22 265.10 130.20 Circle Center At X - 131.91 j 2 -. 193.99 and Radius - 147.68 Factor of Safety
*5* 1.527 Failure Surface Specified By 22 Coordinate Points Point It-Surf 2-Surf No. (ft) (ft) 1 91.86 52.38 2 101.67 50.39 3 111.57 49.04 4 121.55 48.32 5 131.55 48.24 6 141.53 48.80 7 151.46 49.99 8 161.29 51.82 9 170.99 54.27 10 180.51 57.33 11 189.81 61.00 12 198.86 65.25 13 207.62 70.07 14 216.06 75.44 15 224.14 81.34 16 232.82 87.74 17 239.09 94.62 18 245.88 101.94 19 252.21 109.69 20 258.02 117.82 21 263.31 126.31 22 265.50 130.39 Circle Center At X 127.82 2 204.58 and Radius = 156.40 Factor of Safety
C:\ste6iu\vblx.00T Page 9
END OF GSTL7 OUTPUT
350
300
250
200
150
100
50
0-
0
Cross-Section VB-VB' Global Slope Stability, Pseudostat
i
c
C:\STEDWIN\VBIXE.PL2 Run By: Usemame 5/27/2014 1:54PM # FS Soil Soil Total Saturated Cohesion Friction I Piez. Load Value a 1.13 b 1.20 Desc. Type UnitWt UnitWt. Intercept Angle Surface 1 No. (pcI) (pci) (psf) (deg) No.
HorizEgk 0.150g< c 1.20 Tsa 1 125.0 135.0 Aniso Aniso WI d 1.20 Af 2 115.0 125.0 120.0 35.0 Wi
f 1.21
g 1.21
h 1.22
11.22
jl.22
__•__
_
_
_
_
_
_
_
____
_
_
_
_
S1 i •
-___1
Ljeon 4,
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin1.13 Safety Factors Are Calculated By The Modified Bishop Method
F:w- A-'
C:\stedwin\vblxe.0%3T Page 1
* GS'EP$L7 *5* ** 0515517 by Gerry S. Gregory, P.S.
" ° Original Version 1.0, January 19
9
6
;
Current Version 2.002, December 2001 tall Rights Reserved-Vnauthonized Use
P
r
o
h
i
b
i
t
e
d
)
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified jasOns, or O
L
E
M
e
t
h
o
d
o
r
Slices. (Includes Spencer & Morgenstern-Pri
c
e
Type Analysis) Including Pier/Pile, Reinforcement, Soil Nail, Tieback, Nonlinear undrained Shear Strength, Cu
r
v
e
d
Phi Envelope, l4th500rOpic Soil, Ithez-Reinforced Soil, Boundary Loads, Water Surfaces, Pseudo-Static Earthquake, and Applied Force Options. Analysis Run Date: 5/27/2014 Time of Run: 1:54PM Run By: Username Input Data Filename: C:v015e. Output Filename: C:vblxe.ODT Unit System: English Plotted Output Filename: C:vhlKe.
P
L
T
PROBLEM DESCRIPTION: Cross-Section VS-YB'
Global Slope Stability, Peudosta
t
i
c
BOUNDARY COORDINATES
17 Top Boundaries 21 Total Boundaries Boundary X-Left P-Left X-Righi P-Right Soil Type No. (ft) (ft) (ft( (ft( Below Bad 1 0.00 53.00 00.00 53.00 1 2 00.00 53.00 99.00 52.00 1. 3 99.00 52.00 112.00 50.00 1 4 112.00 50.00 120.00 53.00 1 5 120.00 52.00 128.60 54.00 1 6 128.60 54.00 181.00 00.20 2 7 181.00 80.20 183.00 87.00 2 8 183.00 87.00 189.00 87.00 2 9 189.00 67.00 216.00 98.80 2 10 216.00 99.80 220.00 114.00 2 11 220.00 114.00 232.00 214.00 2 12 232.00 114.00 279.00 137.00 2 13 279.00 137.00 369.00 137.00 2 14 389.00 131.00 389.10 135.00 2 15 389.10 135.00 405.00 135.00 1 16 405.00 135,00 405.10 138.00 1 17 405.10 136.00 480.00 135.00 1 19 125.60 54.00 128.70 49.00 1 19 129.70 40.00 143.80 40.00 1 20 143.60 49.00 295.00 117.00 1 21 295.00 117.00 369.10 135.00 1 Default P-Origin 0.00 (it) ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion
F
r
i
c
t
i
o
n
P
o
r
e
P
r
e
s
s
u
r
e
P
i
e
s
.
Type Unit Nt. Unit Nt. Intercept Ang
l
e
P
r
e
s
s
u
r
e
C
o
n
s
t
a
n
t
S
u
r
f
a
c
e
No. (poT) (pof) (P-5f) (deg) Param. (pal) No. 1 125.0 135.0 120.0 . 38.0 0.00 0.5 2 115.0 125.0 120.0 35.0 0.00 0.0 ANISOTROPIC STRENGTh PARAMETERS
1 soil type(s) Soil Type 1 Is Anisotropic Number Of Direction Ranges Specified - 3 Direction Counterclockwise C
o
h
e
s
i
o
n
F
r
i
c
t
i
o
n
Range Direction Limit Intercept Angle No. (deg) (psi) (deg) 1 3,0 120,00 38,00 2 5.0 120.00 32.00 3 90.0 120.00 38.00 ANISOTROPIC SOIL NOTES:
C:\stedwio\vblxe.OUI Page 2 An input value of 0.01 for C end/or Phi will cause An.lso C and/ox Phi to be ignored in that range. An input value of 0.02 for Phi wil
l
Set both Phi and C equal to zero, with no water weight in the tension crack. An input value of 0.03 for Phi w
i
l
l
Set both Phi and C equal to zero, with water weight In the tension crack. 1 PIEZOMETBIC SURFACE(S) SPECIFIED
Unit Weight of Water
- 62.40 (pci) Piezoaetric Surface No. 1 Specified by 7 Coordinate Points Pore Pressure Inclination Factor
0.50 Point IC-Water P-Water No. (ft) (r1.) 1 0.00 53.00 2 80.00 53.00 3 99.00 52.00 4 122.00 50_00 5 120.00 53.00 6 1.25.00 54.00 7 480.00 80.00 A Horizontal Earthquake Loading Coe
f
f
i
c
i
e
n
t
050.150 Has Been Assigned A Vertical Earthquake Loading Coefficie
n
t
050.000 55,8 Been Assigned Cavitation Pressure
- O.O(psf) REINFORCING LAYER(S)
17 REINFORCING LEPER(S) SPECIFIED REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER
POINT IC-COOED P-COOED FORCE I10CLfl6iTIOl( NO.
FACTOR 1. 180.00 74.80 6230.00 0.000 2 199.00 74.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LATER
POINT It-COOED P-COOED FORCE INCLINATION NO.
FACTOR 1 180.00 76.60 6230.00 0.000 2 199.00 76.60 6230.00 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE IRIS LAYER P013(1 It-COOED V-COOED FORCE INCLINATION NO.
FACTOR 1 150.55 78.80 6230.00 0.000 2 199.55 78.80 6230.00 0.000 REINFORCING LATER NO. 4 2 POINTS DEFINE IRIS LAYER POINT X-COORI) P-COIlED FORCE INCLINATION NO.
FACTOR 1 181.40 00.80 5230.00 0.000 2 200.40 90.80 6230.00 0.000 REINFORCING LAYER NO. 5 2 POINTS DEFINE ISIS LAYER
POINT IC-COOED P-COOED FORCE INCLINATION NO.
FACTOR 1 181.84 82.80 6230.00 0.000 2 200.84 82.80 6230.00 0.000 REINFORCING LASER NO. 6 2 POINTS DEFINE THIS LAYER P01501 IC-COORS P-COOED FORCE INCLINATION NO.
FACTOR 1 152.29 84.80 623000 0.000 2 201.29 84.80 6130.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE ISIS LAYER P01001 It-COOED P-COORS FORCE INCLINATION NO.
FACTOR 1 215.00 94.00 6230.00 0.000
C:\stedwixAvblme.otrf Page 3
C:\st69w1n\vbixe.0O7 Page 4
2 237.00 54.00 6230.00 0.000
Each Surface Terminates Between X 220.00 (ft)
REINFORCING LAYER NO. 8
and X 480.00 (ft)
2 POINTS DEFINE THIS LAYER
Unless Further Linitations Were Imposed, The Mijthmm, Elevation
6025Ff N-COORS Y-COORD FORCE INClINATION
At Which A Surface Entend.s Is I - 0.00 (ft)
NO.
FACTOR
10.00 )ft) Line Segments Define Each Trial Failu
r
e
Surface.
1 215.00 94.80 6230.00 0.000
Following Are Displayed The Ten Mos
t
C
r
i
t
i
c
a
l
O
f
T
h
e
T
r
i
a
l
2 237.00 94.80 6230.00 0.000
Failure Surfaces Evaluated. They Are
REINFORCING x.ys NO. 9
Ordered - Most Critical First.
2 6013(15 DEFINE IBIS LAYER
* Safety Factors Are Calculated By The Modified Bishop Method * *
POINT x-cOOR() Y-CoORD FORCE 37JC1372511055
Total Number of Trial Surfaces Evaluated 6000
NO.
FACTOR
Number of Trial Failure Surfaces
is Greater Than 5000.
1 210.00 96.80 6230.00 0.000
Statistical Data on TB Values are N
o
t
G
e
n
e
r
a
t
e
d
.
2 237.00 96.80 6230.00 0.000
To Generate Stasticel Data, Seduce Number of Trial
REINFORCING LAYER NO. 10
Failure Surfaces to 5000 or less.
2 POINTS DEFINE THIS LAYER
Failure Surface Specified By 18 Coordinate Points
POINT X-COORD Y-COORC2 FORCE INCLINATION
Point N-Surf I-Surf
NO.
FACTOR
No. (ft) (ft)
1 216.18 98.90 6230.00 0.000
1 142.54 60.97
2 238.16 96.80 6230.00 0.000
2 192.48 62.09
REINFORCING LAYER NO. 11
3 162.35 63.67
2 POINTS DEFINE THIS LAYER
4 172.14 65.73
POINT X-000RD I-COOED FORCE INCLINATION
5 181.81 68.27'
NO.
FACTOR
6 191.35 71.26
1 216.62 100.80 6230.00 0.000
7 200.73 74.75
2 238.62 100.80 6230.00 0.000
8 209.93 78.66
REINFORCING LAYER NO. 12
9 218.93 83.02
2 POINTS DEFINE THIS LAYER
10 221.70 87.82
POINT K-COOED I-COOED FORCE INCLINATION
11 236.24 93.03
NO.
TACTO?.
12 244.51 58.65
1 217.07 102.80 6230.00 0.000
13 252.50 104.61
2 235.07 102.80 6230.00 0.000
14 260.18 111.07
REINFORCING LAYER NO. 13
15 267.55 117.83
2 POINTS DEFINE THIS LAYER
16 274.57 120.95
POINT K-COOED 5-COOED FORCE INCLINATION
17 281.25 132.39
NO.
FACTOP.
18 284.99 137.00
1 217.51 104.80 6230.00 0.000
Circle Center At N 124.94 5 265.59 and Radius - 205.38
2 239.51 104.80 6230.00 0.000
Factor of Safety
REINFORCING LAYER NO. 14
1.135 *r*
2 POINTS DEFINE IBIS LAYER
Individual data on the 26 slices
POINT N-COOED 5-COOED FORCE INCLINATION
Water Water Tie Tie Earthquake
NO.
FACTOR
Force Force Force Force Force Surcharge
1 217.96 106.80 6230.00 0.000
Slice Width Weight Top But Norm Tan Her Ver Load
2 235.96 106.80 6230.00 0.000
No. (ft) (lbs) (lbs) (ins) (lbs) (Cbs) (lbs) (ins) (ins)
REINFORCING 1.52514 NO. 15
1 9.9 2207.2 0.0 0.0 0. 0. 331.1 0.0 0.0
2 POINTS DEFINE IBIS LAYER
2 9.9 6285.8 0.0 0.0 0. 0. 542.9 0.0 0.0
POINT X-COORD 5-COORS FORCE INCLINATION
3 9.8 9702.3 0.0 0.0 0. 0. 1455.4 0.0 0.0
NO.
FACTOR
4 99 11299.2 0.0 0.0 0. 0. 1694.9 0.0 0.0
1 218.40 108.80 6230.00 0.000
5 0.8 1250.5 0.0 0.0 0. 0. 187.6 0.0 0.0
2 240.40 108.80 6230.00 0.000
6 3.2 2299.0 0.0 00 0. 0. 338.9 0.0 0.0
REINFORCING LAYER NO. 16
7 6.0 12010.4 0.0 0.0 0. 0. 1801.6 0.0 0.0
2 POINTS DEFINE THIS LAYER
8 2.3 4483.6 0.0 0.0 0. 0. 672.5 0.0 0.0
POINT X-COORD 5-COORS FORCE INCLINATION
9 9.4 18406.2 0.0 0.0 0. 0. 2760.9 0.0 0.0
NO.
FACTOR
10 3.7 7493.7 0.0 0.0 0. 0. 1124.1 0.0 0.0
1 218.84 110.80 6230.00 0.000
11. 5.5 109530 0.0 SO 0. 0. 1643.0 0.0 0.0
2 240.84 310.80 6230.00 0.000
12 3.6 7184.5 0.0 0.0 0. 0. 1077.7 0.0 0.0
REINFORCING LAYER NO. 17
13 2.5 4923.7 0.0 0.0 0. 0. 738.6 0.0 0.0
2 POINTS DEFINE IBIS LAYER
- 14 2.5 7423.6 0.0 0.0 0. 0. 1113.5 0.0 0.0
801500 N-COOED 5-COOPS FORCE INCLINATION
15 1.1 3532.0 0.0 0.0 0. 0. 529.8 0.0 0.0
NO.
FACTOR
16 7.7 25062.7 00 0.0 0. 0. 3759.4 0.0 0.0
1 219.29 112.00 6230.00 0.000
17 4.3 122856 0.0 0.0 0. 0. 1842.8 0.0 0.0
2 241.29 112.80 6230.00 0.000
18 4.2 11356.5 0.0 0.0 0. 0. 1703.5 0.0 0.0
A Critical Failure Surface Searching Wnthed,
O
s
i
n
g
A
R
a
n
d
o
m
15 9.2 11166.9 0.0 0.0 0. 0. 3175.0 0.0 0.0
Technique For Generating Circular Surfaces, Has Been Specified.
20 8.0 18751.1 0.0 0.0 0. 0. 2812.7 0.0 0.0
6000 Trial Surfaces Have Been Ge
n
e
r
a
t
e
d
.
21 7.7 15945.3 0.0 0.0 0. 0. 2391.8 0.0 0.0
100 Surface(s) Initiate(s) From Each Of 60 Points Equally Spaced
22 LI 12826.4 0.0 0.0 0. 0. 1924.0 - 0.0 0.0
Along The Ground Surface Between B - 50.00)ft)
23 7.0 9477.1 0.0 0.0 0. 0. 1421.6 0.0 0.0
and X - 180.00(ft)
24 4.4 4327.7 0.0 0.0 0. 0. 649.2 0.0 0.0
C:\stedwin\vb1.3e.0Ur Page 5
C:\stedwn\r5lxe.0UT Page 6
25 2.2 1515.2 0.0 0.0 0. 0. 227.3 0.0 0.0
14 252.76 05.59
26 3.7 991.4 0.0 0.0 0. 0. 148.7 0.5 0.0
15 261.13 105.07
Failure SUrfOCC Specified By 19 Coordinate Points
16 269.31 110.82
Point x-Surf s•-Surf
17 271.30 116.83
NO. (ft) (it)
18 289.09 123.10
1 3.38.14 58.77
19 292.67 3.29.63
2 148.11 59.94
20 300.03 136.40
3 158.03 60.81
21 300.64 137.00
167.97 62.57
Circle Center At X 90.52 356.71 and Radius 304.02
5 177.61 64.82
Factor of Safety
6 187.23 67.55
" 1.203 ---
7 196.70 70.78
Failure Surface Specified By 19 Coordinate Points
8 206.00 74.43
Point X-Surf 'i-Surf
9 215.11 78.57
NO. (it) (it]
10 224.00 83.15
3. 146.95 63.17
11 233,65 08.3.7
2 156.79 6498
12 241.04 93.65
3 166.56 61.08
13 249.14 99.47
4 116.26 69.52
14 256.95 105.72
5 185.87 72.30
3.5 264.43 112.38
6 198.37 15.39
16 211.59 119.35
5 204.77 78.81
17 270.36 120,69
8 214.05 82.55
18 284.78 134.36
9 223.19 86.59
19 286.77 137.00
10 232.20 90.94
Circle Center At X 127.61 Y - 259.20 and Radius - 200.71
11 241.05 95.60
Factor of Safety
12 249.74 10055 -
** 1.197 °
3.3 259.25 105.79
Failure Surface Specified By 18 Coordinate Points
14 266.58 111.32
Point K-Surf 2-Surf
15 274.72 117.13
No. (it) (it)
is 282.66 123.21
1 3.49,15 64.28
17 290.39 129.55
2 159.07 65.58
18 291.90 136.16
3 168.92 61.31
is 298.80 137.00
4 110.68 69.46
Circle Center At K 99.16 2 354.62 and Radius 295.34
5 188.35 72.03
Rector of Safety
6 191.89 75.01
** 1.201 °"
7 207.30 79.40
Failure Surface Specified By 20. Co
o
r
d
i
n
a
t
e
Points
8 216.56 82.16
Point K-Surf 'i-Surf
9 225.64 96.31
No. (it) (it)
10 234.54 90.93
4 1 138.14 5977
11 241,23 95.88
2 148.07 59.94
12 255.10 101.19
3 151.94 61.50
13 259.94 106.86
4 161.15 63.46
14 267.93 112.88
5 171.47 65.81
15 215.65 119.23
6 181.09 69.54
3.6 293.09 525.91
1 3.96.60 71.65
3.7 290.23 132.91
8 205.97 15.13
16 254.07 131.00
9 215.20 79.99
Circle Center At K 123.19 Y 295.51 and Radius 232.69
10 224.26 83.21
Factor of Safety
11 233.10 8179
*** 1.190 •**
.
12 241.86 92.71
Failure Surface Specified By 21 Coordinate Points
13 250.35 97.98
Point X-Surf 'i-Surf
. .
14 258.64 103.59
No. (it) (it)
15 266.69 105.51
3. 131.53 55.48
16 274.50 115.75
2 141.41 56.57
17 292.06 122.30
3 151.24 59.81
18 289.35 129.15
4 161.01 65.97
.
19 296.37 136.27
5 170.69 63.45
.
20 291,03 137.00
6 180.29 66.24
Circle Center At K 113.69 - 308.89 and Radius - 251.31
7 3.89.80 69.35
Rector of Safety
O 199.20 72.77
** 1.209 CCC
9 208.46 76.50
Failure Surface Specified By 17 Coordinate Points
10 211.63 00.53
Point K-Surf 'i-Surf
13. 226.84 84.86
No. )ft) (it)
12 235.57 89.48
. 1 153.56 66.48
13 244.22 94.40
2 163.56 66.73
C:\stdwin\vb1xe.0tJT Page 7 3 173.51 67.65 4 183.39 69.24 S 193.13 71.49 6 202.70 74.39 7 212.05 71.93 8 221.15 62.09 9 229.94 86.85 10 238.40 92.19 11 246.47 98.09 12 254.1.3 104.52 13 261.34 111.45 14 288.07 118.85 15 274.28 126.68 16 279.95 134.92 17 281.10 137.00 Circle Center At X 154.96 F 215.00 and Radius 168.53 Factor at Safety
1.214 Failure Surface Specified By 22 Coor
d
i
n
a
t
e
Points Point X-Surf 1-Surf No. (ft) (di) 113.90 50.71 2 123.90 50.72 3 133.89 51.21 4 143.84 52.07 5 153.74 53.62 6 163.55 55.53 7 173.26 57.91 8 182.85 60.79 9 192.29 64.05 10 201.56 67.80 11 210.64 71.99 12 219.51 76.61 13 029.15 61.65 14 236.54 67.09 15 244.66 92.93 16 252.46 99.15 17 260.00 105.76 16 267.20 112.69 19 274.06 119,97 20 280.55 127.51 21 286.68 135,47 22 281.75 137.00 Circle Center At X 118.75 1 2 259.23 and Radian - 208.57 Factor of Safety
1.21.5 ** Failure Surface Specified By 19 Coordinate Points Point X-Surf 1-Surf No. (ft (ft) 1 142.54 60.97 2 192.94 61.29 3 162.50 62.21 4 172.38 63.74 5 182.15 69.66 6 191.77 68.59 7 201.22 71.67 8 210.44 75.73 9 219,41 80.15 10 225,10 65.11 11 236.47 90.58 12 244.49 96.55 13 252.13 103.00 14 259,37 109,90 15 266.17 11.7.23 16 272.51 124,96 17 279,38 133.06 19 280.88 137.00
C:\steduin\vblia.O01 Page 8 circle Center At X = 142.43 1 225.04 and Radius 164.01 Factor of Safety
1.217 ** Failure Surface Specified By 19 Coor
d
i
n
a
t
e
P
o
i
n
t
s
Point X-Surf 1-Surf No, Itt) Itt) 1 140.34 59.87 2 150.31 60.58 3 160.23 61.87 4 170.06 63.73 5 175,76 66.16 6 189.30 69.06 7 198.65 72.70 8 207,78 76.78 9 216.65 81.39 10 225.25 86.50 11 233.53 92.11 12 241.47 98.19 13 249.04 104.72 14 256.22 111.68 19 262.98 119.04 16 269.31 126.75 17 275.17 134.89 18 275.38 135.23 Circle Center At X 133.16 1 - 231,41 ; and Radius 171.69 Factor of Safety
*** 1.220 • ** END OF nS2ABL7 OUTPUT °°
350
300
250
200
150
100
50
0
0
Cross-Section VB-VB' Global Slope Stability
C:\STEDWIN\VB2X.PL2 Run By: Usemame 5127/2014 1:56PM
# FS Soil Soil Total Saturated Cohesion Friction Piez. a 1.51 Oesc. Type UnitWt. UnitWt. Intercept Angle Surfacel b 1.51 1 No. (pcI) (pcI) (psf) (deg) No. c 1.52 Tsa 1 125.0 135.0 Aniso Miso Wi d 1.52 At 2 115.0 125.0 100.0 31.0 -e-1.5
ft55
gl.55
h 1.56
il.57
j 1.57
1
50 100 150 200 250 300 350 400 450 500 GSTABLI v.2 FSniin1.51 Safety Factors Are Calculated By The Modified Bishop Method
c:\stedwin\vb2x.OU'I Page 1
* s5fl7 " 0513317 by tarry U. Gregory, P.E.
" Original Version 1.0, January 1996; Current Version 2.002, December 2001 *° tAll Rights Reserved-Unauthorized Use Prohibited)
SLOPS STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified Jan50. or OLE Method
o
f
S
l
i
c
e
s
.
(Includes Spencer & (lorgenstern-Price Type A
n
a
l
y
s
i
s
)
Including Pier/Pile, Reinforcement, Soil
S
a
i
l
,
T
i
e
b
a
c
k
,
Nonlinear Undrained Shear Strength, Curved
P
h
i
E
n
v
e
l
o
p
e
,
Anisotropic Soil, Fiber-Reinforced Soil, Bo
u
n
d
a
r
y
L
e
a
d
s
,
W
a
t
e
r
Surfaces, Pseudo-Static Earthquake, and Applied Force Options. Analysis Run Date: 5/2712014 Time of Run: 1:56PM Run By: Username Input Data Filename: C:vb25. Output Filename: C:vb2x.00T Unit System: English Plotted Output Filename: C:vh2z.PLT
PROBLEM DESCRIPTION- Cross-Section VBVB'
Global Slope Stability BOUNDARY COORDINATES
17 Top Boundaries 21 Total Boundaries Boundary IC-Left Y-Left IC-Right Y-Right Soil Type No. (ft) (ft) )ft) (ft) Below Bud 1 0.00 5300 - 80.00 53.00 1 2 80.00 53.00 99.00 52.00 1 3 99.00 52.00 112.00 50.00 1 112.00 50.00 120.00 53.00 1 5 120.00 53.00 128.60 54.00 1 5 128.60 54.00 161.00 90.20 2 7 181.00 80.20 183.00 81.00 2 8 183.00 87.00 189.00 87.00 2 9 189.00 87.00 216.00 96.80 2 10 210.00 98.80 220.00 114.00 2 11 220.00 114.00 232.00 114.00 2 12 232.00 114.00 279.00 137.00 2 13 279.00 137.00 369.00 137.00 2 14 369.00 137.00 369.10 135.00 2 15 369.10 135.00 405.00 135.00 1 15 405.00 130.00 435.10 136.00 1 11 400.10 136.00 480.00 138.00 1 18 128.60 54.00 128.10 49.00 1 19 128.70 49.00 143.60 49.00 1 20 143.60 49.00 295.00 117.00 1 21. 295.00 117.00 - 369.10 135.00 1 Default T-Origin 0.00(ft) ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil Soil Total Saturated Cohesion Fr
i
c
t
i
o
n
P
o
r
e
P
r
e
s
s
u
r
e
P
i
e
r
.
Type Grit Mt. Unit WI. Intercept An
g
l
e
P
r
e
s
s
u
r
e
C
o
n
s
t
a
n
t
S
u
r
f
a
c
e
No. (poT) (Pct) (psi) (deg) Peram. (psi) No. 1 125.0 135.0 100.0 14.0 0.00 0.0 2 115.0 125.0 1.00.0 31,0 0.00 0.0 ANISOTROPIC STRENGTH PARAMETERS
1 soil type(s) Soil Type 1 Is Anisotropic
Number Of Direction Ranges Specified
= 3 Direction Counterclockwise Co
h
e
s
i
o
n
F
r
i
c
t
i
o
n
Range Direction Limit Intercept Angle No. (deg) (psi) (deg) 1 3.0 100.00 34.00 2 5.0 100.00 28.00 1 90.0 100.30 34.00 AOIISOTP.OPIC SOIL NOTES:
c:\stedwin\vb2s.00IT Page 2 in input value of 0.111 for C and/or Phi
will cause I.niso C and/or Phi to be ignored in that rang
e
.
in input value of 0.02 for Phi will set b
o
t
h
P
h
i
a
n
d
C equal to zero, with no water weigh
t
i
n
t
h
e
t
e
n
s
i
o
n
c
r
a
c
k
.
)3) in input value of 0.01 for ['hi wi
l
l
s
e
t
b
o
t
h
P
h
i
a
n
d
C equal to zero, with water weight in the t
e
n
s
i
o
n
c
r
a
c
k
.
1 PIEZOMETRIC SURFACE (S) SPECIFIED Omit Weight of Water 62.10 (pcf) Piezometrlc Surface No. I Specified by
7
C
o
o
r
d
i
n
a
t
e
P
o
i
n
t
s
Pore Pressure Inclination Factor 0.50 Point IC-Water 'i-Water NO. (ft) (it) 1 0.00 53.00 2 80.00 53.00 3 99.00 52.00 4 112.00 50.00 5 120.00 53.00 6 125.00 94.00 7 460.00 80.09 REINFORCING LAYER(S)
17 REINFORCING LATER(S) SPECIFIED REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER
P01ST X-COORI) 'i-COORS FORCE fl4CI.IS
4
A
F
I
O
N
NO.
FACTOR 1 180.00 74.80 6230.00 0.000 2 199.00 74.80 6230.00 0.000
REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER
POINT IC-COOED 'i-COORS FORCE INCLINATION
NO.
FACTOR 1 160.00 76.80 6230.00 0.000 2 199.00 76.80 6230.00 0.000
REIREQP.0040 LAYER NO. 3 2 POINTS DEFINE THIS LAYER
POINT S-COOED 'i-COORS FORCE INC
I
.
1
1
u
i
r
l
O
N
NO.
FACTOR 1 180.55 78.90 6230.00 0.000 2 199.55 78.80 6230.00 0.000 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER
P01ST IC-COOED 'i-COOED FORCE INCLIN
A
T
I
O
N
NO.
FACTOR 1 181,40 80.60 6220.00 0.0011
2 200.40 80.80 6230.00 0.000 REINFORCING LAYER NO. 9 2 POINTS DESIRE THIS LAYER POINT X-COORD F-COORS FORCE INC
L
I
N
A
T
I
O
N
NO. FACTOR 1 181.84 82.80 6230.00 0.000 2 200.84 82.80 6230.00 0.000 REINFORCING LAYER NO. 6 2 POINTS DESIRE THIS LAYER
POINT X-COORS 3-CCOT4D FORCE INCLIN
A
T
I
O
N
NO. FACTOR 1 182.29 84.80 6230.00 0.000 2 201.29 84.80 6230.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LATER
POINT IC-COORS F-COOED FORCE IN
C
L
I
N
A
T
I
O
N
NO.
FACTOR 1 215.00 94.00 6230.00 0.000 2 237.00 94.00 6230.00 0.000 REINFORCING LAYER NO. 8
2 POINTS DEFINE THIS LATER
P010(1 X-COORD 'i-COOED FORCE IN
C
L
I
N
A
T
I
O
N
NO.
FACTOR
c:\stedwin\vb25.OUT Page 3 c:\atedwin\vb2x.0UT Page 4 1 215.00 54.00 €230.00 0.000 Following Are Displayed The Ten Most Critical Of The Trial 2 237.00 94.80 6230.00 0.000 Failure Surfaces Evaluated. They Are REINFORCING LAYER NO. 9 Ordered - Most Critical First. 2 POINTS DEFINE 11415 LAYEP. Safety Factors Are Calculated By The Modified Bishop Method * POINT ,c-C000w y-0000D FORCE INCLINATION Total Number of Trial Surfaces Evaluated - 6000 NO. FACTOR Number of Trial Failure Surfaces is Greater Than 5000. 1 215.00 96.80 6230.00 0.000 Statistical Data on PS Values are Not Generated. 2 237.00 9680 - 6230.00 0.000 S To Generate Stastical Data, Reduce Number of Trial REINFORCING LAYER NO. 10 Failure Surfaces to 5000 or lass. 2 POINTS DEFINE THIS LAYER
Failure Surface Specified By 12 Coordinate Points POINT X-0006D Y-COORD FORCE INCLINATION Point X-Surf Y-Surf NO. - FACTOR No. (ft,(ft) 1 216.18 98.80 6230.00 0.000 1 189.00 87.00 2 238.10 88.60 6230.00 0.000 2 198.90 85.60 SZXRSORCING LAYER NO. 11 3 208.90 85.59 2 POINTS DEFINE THIS LAYER. 4 218.80 86.99 POINT X-COORD 1-COORD FORCE INCLINATION 5 228.2 89.75 NO. FACTOR 6 237.55 93.82 1 216.62 100.80 6230.00 0.000 7 246.02 99.13 2 238.62 100.00 6230.00 0.000 8 253.67 105.57 REINFORCING LAYER NO. 12 - 9 260.35 113.02 2 POINTS DEFINE THIS LAYER 10 265.81 121.33 POINT X-COORD Y-000RD FORCE INCLINATION 11 270.27 130.33 NO. FACTOR 12 271.18 133.18 1 217.07 102.80 6230.00 0.000 Circle Center At X - 203.98 Y 156.57 and Radius - 71.16 2 239.07 102.80 6230.00 0.000 Factor of Safety REINFORCING LAYER NO. U 1.506 "° 2 POINTS DEFINE THIS LAYER Individual data on the 14 slices P01561 XC0090 YCOORD FORCE INCLINATION Water Water Tie Tie Earthquake NO. FACTOR Force Force Force Force Force Surcharge 1 217.51 104.80 6210.00 0.000 Slice Width Weight Top Hot Nona Tan Nor Ver Load 2 238.51 104.80 6230.00 0.000 No. (ft) (iba) (Ibs) (iba) Clbs) (].bs) (ins) (ibs) (Cbs) REINFORCING LAYER NO. 14 . 1 9.8 3261.2 0.0 0.0 0. 0. 0.0 0.0 0.0 2 POINTS DEFINE THIS LAYER 2 10.0 9103.0 0.0 0.0 0. 0. 0.0 0.0 0.0 POINT X-COORO Y-COORD FORCE INCLINATION 3 7.1 8106.1 0.0 0.0 0. 0. 0.0 0.0 0.0 040. FACTOR 4 2.2 5592.6 0.0 0.0 0. 0. 0.0 0.0 0.0 1 217.86 106.00 6230.00 0.000 5 1.2 3377.9 0.0 0.0 0. 0. 0.0 0.0 0.0 2 239.96 106.00 6230.00 0.000 6 0.4 24643.2 0.0 0.0 0. 0. 0.0 0.0 0.0 REINFORCING LAYER NO. 15 - 7 3.6 9666.5 0.0 0.0 0. 0. 0.0 0.0 0.0 2 POINTS DEFINE THIS LAYER 8 5.5 14529.7 0.0 0.0 0. 0. 0.0 0.0 0.0 POINT X-COORI) Y-CRD FORCE INCLINATION 9 8.5 21740.8 0.0 0.0 0. 0. 0.0 0.0 0.0 NO. FACTOR 10 7.6 17926.8 0.0 0.0 0. 0. 0.0 0.0 0.0 1 218.40 108.80 6230.00 0.000 11 6.7 13003.5 0.0 0.0 0. 0. 0.0 0.0 0.0 2 240.40 108.60 6230.00 0.000 12 5.6 7725.1 0.0 0.0 0. 0. 0.0 0.0 0O REINFORCING LAYER 9(0. 16 13 4.4 2923.1 0.0 0.0 0. 0. 0.0 0.0 0.0 2 POINTS DEFINE 11415 LAYER - 14 0.5 126.2 0.0 0.0 0. 0. 0.0 0.0 0.0 POINT X-COORD 2-CODED FORCE INCLINATION Failure Surface Specified By 13 Coordinate Points NO. FACTOR Point X-Surf 'f-Surf 1 218.84 110.80 6230.00 0.000 No. (ftC (ft) 2 240.84 110.80 6230.00 0.000 1 190.37 87.60 REINFORCING LAYER NO. 15 - - 2 200.36 87.00 2 POINTS DEFINE THIS LAYER 3 210.35 87.35 POINT X-00000 Y-COORD FORCE INCLINATION 4 220.26 88.65 - NO. FACTOR 5 230.01 90.89 1 219.29 112.80 6230.00 0.000 6 239.50 94.04 - 2 241.29 112.80 6230.00 0.000 7 248.65 98.08 A Critical Failure Surface Searching Method, Using A Random 8 257.37 102.87 Technique For Generating Circular Surfaces, Has Been Specified. 9 265.59 108.67 6000 Trial Surfaces Have Been Generated. - 10 273.22 115.13 100 Surface (s) Initiate (S) From. Fram. Each Of 60 Points Equally Spaced 11 280.21 122.28 Along The Ground Surface Between X 180.00(ft( 12 286.49 130.06 and P. 216.50(11) 13 291.07 137.00 Each Surface Terminates Between K 232.50)11) Circle Center At K 201.67 Y 192.05 and Radius - 105.06 and P. = 490.00(ft) Factor SE Safety Unless Further Limitations Were Imposed, The Minimum Elevation ** 1.511 At Which A Surface Extends Is Y 0.00(ft) Failure Surface Specified By 13 Coordinate Points 10.00 (it) Line Segments Define Each Trial Failure Surface. Point X-Surf 2-Surf
c:\steinin\vb2n.0U2 Page 5 No. (Pt) (Pt) 1 191.29 98.00 2 200.23 86.08 3 211.23 86.92 4 221.15 88.12 5 230.67 90.47 6 240.25 93.94 7 249.17 98,47 8 257.49 104.01 9 245.11 110.48 10 271.93 117.80 11 277.86 125.85 12 282.80 134.55 13 293.84 137.00 Circle Center At X * 205.88 ; I - 172.55 .. and Radius 65.90 Factor of Safety
° 1.516 Failure Surface Specified By 12 Coordinate Points Point X-Surf 2-Surf No. (It) (di) 1 192.66 88.60 2 202.58 97.36 3 212.58 87:41 4 222.50 88.74 5 232.16 91.32 6 241.40 95.13 7 250.09 100.08 8 258.07 106.11 9 265.23. 113,11 10 271.39 120.97 11 276.52 129.56 3.2 279.75 137.00 Circle Center At X 207.26 1 - 164.89 and Radius 77.07 Factor of Safety
°° 1.523 *0* Failure Suxfae Specified By 12 Coordinate Points Point 31-Surf 2-torI No. (Pt) (Pt) 1 191.29 08.00 2 201.17 86.43 3 211.18 86.33 4 221.07 87.68 5 230.68 90.47 6 238.77 94.63 7 248.16 100.07 9 255.66 106.08 9 262.12 114.32 10 267.38 122.82 11 271.36 132.00 12 271.75 133.45 Circle Center At 31 206.92 1 154.27 ; and Radius - 68.09 Factor of Safety
1.537 •** Failure Surface Specified By 14 Coordinate Poin
t
s
Point X-0ur0 F-Surf No. (Pt) (Pt) 1 190.93 87.00 2 200.82 87.44 3 210.81 87.91 4 220.73 89.23 5 230.50 91.36 6 240.05 94.31 7 249.33 98.05 8 258.26 102.55 9 266.78 107.79 10 274.83 113,72 11 282.35 120.30
c:\atedwsn\vb2n.OUT Page 6 12 289.30 127.49 13 295.62 135.24 14 296.83 137.00 Circle Center At 31 200.19 2 206.41 and Radius 118.98 Sector of Safety °° 1.546 •** Failure 50220cc Specified By 13 Coordinate Points Paint X-Surf S-Surf No. (Pt) (Pt) 1 195.86 90.00 2 205.81 88.93 3 215.81 89.01 4 225.73 90.25 5 235.45 92.61 8 244.03 96.08 7 253.76 100.60 8 262.09 106.12 9 269.73 112.56 10 276.59 119.84 11 282.57 127.86 12 287.58 136.51 13 287.79 137.00 Circle Center At 31 * 210.10 2 175.62 and Radius - 86.80 Factor of Safety
** 1.554 •* Failure Surface Specified By 12 Coordinate Points Point 31-Sur1f 2-Surf No. (Pt) (Pt) 1 189.92 87.40 2 199.75 65.56 3 209.74 85.10 4 219.68 86.27 5 229.35 88.80 6 238.55 92.73 7 247.08 97.95 8 254.75 104.37 9 261.40 111.84 10 266.88 120.20 11 271.00 129.28 12 272.40 133.77 Circle Center At X - 207.35 2 152.93 ; and Radius 67.81 Sector of Safety *** 1.556 0*0 Failure Surface Specified By 13 Coordinate Po
i
n
t
s
Point 31-Surf S-Surf Na. (Pt) (It) 1 194.95 89.60 2 204.93 99.06 3 214.93 89.44 4 224.84 90.76 5 234.59 92.98 6 244.09 96.11 7 253.26 100.10 8 262.01 3.04.93 9 270.29 110.55 10 278.00 116.92 11 265.09 123.97 12 291.45 131.65 1.3 295.16 137.00 Circle Center At 31 205.78 2 * 196.58 and Radius - 107.52 Factor of Safety *0* 1.565 ** Failure Surface Specified By 11 Coordinate P
o
i
n
t
s
Point X-Surf 2-Surf No. (Pt) (Pt) 1 196.78 90.40 2 206.66 88.09
c:\stedwia\vb2x.OUT Page 7 3 216.66 98.81 4 226.55 90.37 5 236.10 93.33 6 215.10 97.70 7 253.34 103.37 8 260.63 110.22 9 266.80 118.08 10 271.73 126.78 11 274.84 134.97 Circle Center At X 211.74 0 - 154.98 and 9adioa - 66.29 Factor of Safety
** 1.568 ***
* £S1 OF GS0JPi17 0009O1 •"
350
300
250
200
150
100
50
0
0
Cross-Section VB-VB' Global Slope Stability, pseudostatic C:STEDWlN\VB2)(E.PL2 Run By: Usemame 5/27120
1
4
1
:
5
7
P
M
# FS SiI Soil Total Saturated Cohesion Friction I Piez. Load Value a 1.31 Desc. Type Unit Wt Unit Wt. Intercept Angle Surfaces_Horiz Eqk 0.1509< b 1.32 1 No. (pcf) (pcf) (psf) (deg) No. I o 1.33 Tsa 1 125.0 135.0 Aniso Aniso WI d 1.33 Af 2 115.0 125.0 120.0 35.0
f 1.34
gl.35
hl.36
I 1.36
1.37
2 a'
Wi
1 -w1.j---wi)pW
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin1 .31 Safety Factors Are Calculated By The Modified Bishop Method
4rzt5- A — IC
C:\stecIwio\vb2xe.0OT Page 1
*** Q$t_9R3,7 *5* * GSTABL7 by Garry H. Gregory, P.R. ** Original Version 1,0, January 1996: Current Version 2.002, December 2001
' (All Rights Re~arved-Unauthorized Use Proh
i
b
i
t
e
d
)
a
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified fanbo, or OLE NaILe
d
o
f
Slices. (Includes Spencer & Morgenstern-Pric
e
Type Analysis) Including Pier/Pile, Reinforcement, So
i
l
N
a
i
l
,
Tieback, Nonlinear Undrained Shear Strength, Carved Phi Envelope, Aniotropic Soil, Fiber-Reinforced Soil,
Boundary Loads, Pate: Surfaces, Pseudo-Static Earthquake, and Applied Force Options. Analysis Run Date: 5/21/2014 Time of. Run: 1:51PM Run By: Userneme Input Data Filename, C:vtlxe, Output Filename: C: vb2ae. OCT Unit System: English Plotted Output Filename: C, shIne. PLO' PROBLEM DESCRIPTION, Cross-Section V
S
-
y
B
'
Global Slope Stability, pcudosttjc BOUNDARY COOR2INA1'ES
17 'fop Boundaries 21 Total Boundaries Boundary X-Left 'f-Left N-Right P-Right Soil Type No. itt) (It) (Pt) (It) Below Bad 1 0.00 53.00 60.00 53.00 1. 2 60,00 53.00 - 99.00 52.00 1 3 99.00 52.00 112.00 50.00 1 4 112.00 50.00 120.00 53.00 1 5 120.00 53.00 128.60 54.00 1 6 126.60 54.00 181.00 80.20 2 7 161.00 80.20 183.00 87.00 2 B 163.00 87.00 189.00 81.00 2 9 189.00 97.00 216.00 98.80 2 10 216.00 96.80 220.00 114.00 2 11 220.00 114.00 232.00 114.00 2 12 232.00 114.00 279.00 137.00 2 13 279.00 131.00 369.00, 137.00 2 14 369.00 137.00 369.10 135.00 2 15 369.10 135.00 405.00 135.00 1 16 405.00 130.00 405.10 135.00 1. 17 405.10 136.00 480.00 138.00 1 18 128.60 $4.00 128.70 49.00 1 19 128.70 49.00 143.60 49.00 1 20 143.60 49.00 295.00 117.00 1 21 295.00 111.00 369.10 135.00 1 Default 'f-Origin - 0.00(ft) ISOTROPIC SOIl. PARAMETERS 2 Type(s) of Soil
Soil Total Saturated Cohesion lrictioo Pore Pressure ?iez. Type Unit Mt. Unit Mt. Intercept Angle Pressu
r
e
C
o
n
s
t
a
n
t
S
u
r
f
a
c
e
No. (pcf) (pcf) (psf( (deg) Pares. (paP) No. 1 125.0 135.0 120.0 36.0 0.00 0.0 2 115.0 125.0 120.0 35.5 0.00 0.0 ZIX4ISOIROPIC STRENGTH PARAMETERS I soi).type(s) Soil Type 1 Is Anisotropic
Number Of Direction Ranges Specified
- 3 Direction Counterclockwise Cohesi
o
n
F
r
i
c
t
i
o
n
Range Direction Limit Intercept Angle Mn. (dog) (pat) (deg) 1 3.0 120.00 36.00 2 5.0 120.00 32.00 3 90.0 120.00 38.00 I4NIS0TR0PIC SOIL NOTES:
C:\stedwin\vblxe.OUT Page 2 An input value 01 0.01 for C sx,dJnr Phi
w
i
l
l
c
a
u
s
e
Anino C and/or Phi to be ignored in that range. An input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. As input value of 0.03 for Phi will set both Phi and C equal. to zero, with water weight in the tension crack. 1 PIEZ1ETRIC SURFACE(S) SPECIFIED
Unit Weight of Water - 62.40 (pot) Pieeo,setric Surface No. 1 Specified by 7 Coordinate Points Pore Pressure Inclination Factor
- 0.50 Point N-Water 'f-Water No. (ft) (El) 1 0.00 53.00 2 60.00 53.00 3 99.00 52.00 4 112.00 50.00 5 120.00 53.00 6 125.00 54.00 7 480.00 80.00 A Horizontal Earthquake Loading Coefficient OfO. 150 Has Been Assigned A Vertical Earthquake Loading Coefficient 0f0.000 Has Been Assigned Cavitation Pressure 0.0 (pat) REINFORCING LAYER( S) 17 REINFORCING lAYER (S) SPECIFIED REINFORCING LAYER NO. 1 2 POINTS DEFINE THIS LAYER POINT X-00014D P-CCOBD FORCE II5CLZYEDI005 NO, I 3'f,CTOP. 1 180.00 14.00 6230,00 0.000 2 199.00 74.00 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER POINT X-CCX)BI) 'f-COOED FORCE DSCLISThTSOH NO.
FACTOR 1 180.00 76.80 6230.00 0.000 2 199.00 76,80 6230.50 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER
POINT X-COOBD 'f-COOED FORCE INCLINATION NO.
FACTOR 1 180.55 78.90 6230.50 0.000 2 199.55 15.90 6230.00 0.050 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER
POINT N-COOED 'f-COOED FORCE INCLINATION NO. FACTOR 1 181.40 80,80 6230.00 0.000 2 200.40 80.80 6230.00 0.000 REINFORCING LAYER NO. 5 2 POINTS DEFINE THIS LAYER
POINT X-COORII 'f-COOED FORCE INCLINATION NO.
FACTOR 1 .181.84 82.90 6230.00 0.000 2 200.84 82.80 6230.00 0,000 REINFORCING LAYER NO. B 2 POINTS DEFINE THIS LAYER POINT N-COOED 'f-COOED FORCE INCLINATION NO. FACTOR 1 182.29 84.80 6230.00 0.000 2 201.29 84.80 6230.00 0.000 REINFORCING LS4XEP. NO. 1 2 POINTS DEFINE THIS LAYER POINT X-COOPJ) Y-000RD FORCE INCLINATION NO. FACTOP. 1 215.00 94.00 6230.00 0.000
C:\Stedwin\vb23e.O5T Page 3 2 237.00 94.00 6230.00 0.000 REINFORCING LAYER NO. 8 2 POINTS DEFINE THIS LAYER
POINT X-COORO Y-COOP.D FORCE INCLINATION NO.
FACTOR 1 215.00 94.80 6230.00 0.000 2 237.00 94.80 6230.00 0.000 REINFORCING LATE?. NO 9 2 POINTS 029131W THIS LAYER POINT X-COORI) Y-COORD FORCE INCLINATION NO.
FACTOR 1 215.00 96.80 6230.00 0.500 2 237.00 96.80 6230.00 0.000 REINFORCING LAYER NO. 10 2 POINTS 059102 THIS LAYER
POINT X-COORD 1.-COORS FORCE INCLINATION NO.
FACTOR 3. 216.18 99.60 6230.00 0.000 2 238.19 98.60 6230.00 0.000 REINFORCING LAYER NO. 11 2 POINTS DEFINE THIS LATER
POINT 2-COORS I-COORS FORCE INCLINATION NO.
FACTOR 1 216.62 100.80 6230.00 0.000 2 238.62 100.60 6230.00 0.000 REINFORCING LAYER NO. 12 2 POINTS DEFINE THIS LAYER
POINT 00-COORS F-COORS FORCE INCLINATION NO.
FACTOR 1 217.07 102.80 6230.00 0.000 2 239.07 102.80 6230.00 0.000 REINFORCING LAYER NO. 13 2 POINTS DEFINE THIS LATER POINT 2-COORS F-COOED FORCE INCLINATION NO,
FACTOR 1 217.51 104.80 6230.00 0.000 2 239.01 104.80 6230.00 0.000 REINFORCING LAYER NO. 14 2 POINTS DEFINE THIS LAYER
POINT 00-COORS F-COORS FORCE INCLINATION NO.
FACTOR 1 217.96 106.80 6230.00 0.000 2 239.96 106.80 6230.00 0.000 REINFORCING LAYER NO. 15 2 POINTS DEFINE THIS LAYER POINT X-00016D F-COORS FORCE INCLINATION NO.
FACTOR 1 218.40 108.80 6230.00 0.000 2 240.40 108.60 6230.00 0.000 REINFORCING LAYER NO. 16 2 POINTS DEFINE THIS LAYER
001361 X-0009.D F-COOPS FORCE INCLINATION NO.
FACTOR 1 219.84 110.80 6230.00 0.000 2 240.84 110.80 6230.05 0.000 REINFORCING LAYER NO. 17 2 POINTS DEFINE THIS LAYER POINT 00-COORS F-COOED FORCE INCLINATION NO.
FACTOR 1 219.29 112.80 6230.00 0.000 2 241.29 112.60 6230.00 0.000 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 6000 Trial Surfaces Have Seen Generated. 100 Surface(s) Initiate(s) From ERch 01 60 Points Equally Spaced Along The Ground Surface Between X 189.00(ft) and X - 216.00(ft(
C:\sted.a\vbloe.00T Page 4 Each Surface Terminates Between 00 232.00(ft)
and 00 - 480.00 (It) Unless Further Limitations Were Imposed, The Minijaum Elevation At Which A Surface Extends Is F 0.00 (It) 10.00 (It) Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Evaluated. They Are Ordered - Most Critical First. Safety Factors Are Calculated By The Modified Bishop Method *
Total Number of Trial Surfaces Evaluated - 6000 Number of Trial Failure Surfaces is Greater Than 5000. Statistical Data on FS Values are Not Generated. To Generate Stsstical Data. Reduce Number of Trial Failure Surfaces to 5000 or less. Failure Surface Specified By 12 Coordinate Points Point 00-Surf I-Surf NO. (It) (it) 1 190.33 87.60 2 200.36 83.00 3 210.35 87.30 4 220.26 88.65 5 230.01 90.88 6 239.50 94.09 7 248.65 98.08 8 257.37 102.97 9 265.59 108.67 10 273.22 115.13 11 280.21 122.28 12 260.49 130.06 13 291.07 137.00 Circle Center At X - 201.67 1 192.05 and Radius - 105.06 Factor of Safety
' 1.306 **O Individual data on the 16 slices Water Water lie Tie Earthgoa)ce Forte Force Force Force
Force Surcharge
Slice Width Weight Top
N
o
t
Norm Tan for Ver Load
No. (It) (Ohs) (Ohs) (lbs) (Ohs) (Ohs) (Ohs) (13s) (Ohs)
1 10.0 2848.6 0.0 0.0 0. 0. 427.3 0.0 0.0
2 10.0 6012.2 0.0 0.0 0. 0. 1201.8 0.0 0.0
3 5.7 6307.2 0.0 0.0 0. 0. 959.6 0.0
0.0
4 4.0 8301.4 0.0 0.0 0. 0. 1245.2 0.0 0.0
5 0.3 772.1 0.0 0.0
0. O. 115.7 0.0 0.0
6 9.7 27160.3 0.0 0.0 0. 0. 4074.0 0.0 0.0
7 2.0 52111 0.0 0.0
0. 0. 781.7 0.0 0.0
6 7.5 19675.9 0.0 0.0 0. 0. 2961.4 0.0 0.0
9 9.1 25096.8 0.0 0.0 0. 0. 3763.0 0.0 0.0
10 8.7 23924.6 0.0 0.0 0. 0. 3573.7 0.0 0.0
11 8.2 21358.1 0.0 0.0 0. 0. 3203.7 0.0 0.0
12 7.6 17922.5 0.0 0.0 0. 0. 2668.4 0.0 0.0
13 0.8 11626.6 0.0 0.0 0. 0. 1744.0 0.0 0.0
14 1.2 2141.5 0.0 0.0
0. 0. 321.2 0.0 0.0
15 6.3 3858.1 0.0 0.0 0. 0. 1132.7 0.0 0.0
16 4.6 1626.9 0.0 0
.
0
0. 0. 274.0 0.0 0.0
Failure Surface Specified By 14
Coordinate Points Point X-Surf I-Surf No. (It) (It) 1 190.83 87.80 2 200.82 87.49 3 210.91 97.91 4 220.73 89.23 5 230.50 91.36 6 240.05 94.31 7 249.33 38.05 8 258.26 102.55 9 266.78 107.39 10 274.83 013.32
4
C:\stedwth\v2xe.0UO Page 5 11 282.35 120.30 12 299.30 127.49 13 295.62 135.24 14 296.83 1.37.00 Circle Center At K - 200.18 1 206.41 and Radius 118.98 Factor of Safety
*0* 1.321 FaUre Surface Specified By 13 Coordinate Points Point K-Surf 1-SolO No. (ft) (ft) 1 391.29 88.00 2 201.23 86.88 3 211.23 86.92 4 221.15 88.12 5 230.87 90.47 6 240.25 93.94 7 249.17 68.47 8 257.49 104.01 9 265.11 110.48 10 271.93 117.80 11 277.86 125.85 1.2 292.80 134.55 13 293.84 131.00 Circle Center At 14 - 205.88 1 172.55 and Radius 85.80 Factor 00 Safety 1.326 • Failure Surface Specified By 12 Coordinate Points Point X-Surf Y-Surf No. )ft( )0t) 1 189.00 87.00 2 158.90 85.60 3 209.90 65.59 4 218.80 86.99 5 228.42 89.75 6 237.55 93.82 7 246.02 99.13 8 253.67 105.57 9 260.35 113.02 10 265.91 121.33 11 272.27 130.33 12 271.18 133.18 Circle Center At X - 203.98 1 - 156.57 and Radius - 71.16 Factor of Safety
** 1.333 00* Failure Surface Specified By 12 Coo
r
d
i
n
a
t
e
P
o
i
n
t
s
Point K-Surf 1-Surf No. (Or) (Or) 1 192.66 88.60 2 202.88 87.36 3 212.58 87.41 4 222.50 88.74 O 232.16 91.32 6 241.40 95.13 7 200.09 100.08 8 258.07 106.11 8 265.21 113.11 10 271.39 120.97 11 276.02 129.56 12 279.75 137.00 Circle Center At K 207.26 1 164.85 and Radius 77.67 Factor of Safety
*** 1.340 Ocr Failure Surface Specified By 13 Coordinate Points Point X-Su.rf 1-Surf No. )ft) (Or) 1 194.95 89.60 2 200.93 89.06
C:\stedwic\v)o2xe.0t1T Page 6 3 214.93 89.44 4 224.84 90.75 5 234.59 92.98 6 244.09 86.11 7 253.26 100.10 8 262.01 104.33 9 270.29 110.85 10 278.00 116.32 11 285.09 123.97 12 291.49 131.65 13 295.16 137.00 Circle Center At K - 205.78 1 - 198.88 and Radius 107.52 Factor of Safety •• 1.341 ' Failure Surface Specified By 13 Coordi
n
a
t
e
P
o
i
n
t
s
Point K-Surf 1-Surf No. )ft) (ft) 1 195.86 90.00 2 205.81 88.93 3 215.81 89.01 4 22573 90.25 5 235.
.
45 92.61 6 244.83 96.08 7 253.75 100.60 8 262.09 106.12 9 269.73 112.56 10 276.58 119.84 11 282.51 127.86 12 287.58 136.51 13 287.79 137.00 Circle Center At 14 210.10 3 175.62 and Radius - 86.80 Factor of Safety
*0* 1.352 •** Failure Surface Specified By 13 Coordinate Points Point IC-Surf F-Surf No. (Or) (Or) 1 196.32 90.20 2 206.29 89.36 3 216.29 89.54 4 226.21 90.75 5 235.97 92.96 6 245.44 96.16 7 254.54 100.30 9 262.17 105.36 9 271.23 111.27 10 278.66 117.97 11 285.35 125.40 12 291.26 133.47 13 293.32 137.00 Circle Center At X - 209.50 1 1.87.07 and Radius 97.76 Factor of Safety 0*0 1.359 *0* Failure Surface Specified By 12 Coordinate Points point 14-Surf 1-Surf No. (ft) (ft) 1 191.29 88.00 2 201.17 86.43 3 211.16 86.33 4 221.07 87.68 5 230.68 90.41 6 239.71 94.63 7 248.16 100.07 8 255.66 106.68 9 262.12 114.32 10 267.39 122.82 11 271.36 132.00 12 271.75 133.45
C:\stedwin\v)2xe.OUT Page 7 Circle Center Xt X 206.92 9 154.27 and Ra4ins 48.09 Factor of Safety
"' 1.362 ° Failure Surface Specified By 13 Coordinate Points Point X-Surf 9-Surf No. Si) (ft) 1 191.29 86.00 2 201.29 87.82 3 211.26 88.50 4 221.15 90.03 5 230.66 92.40 6 240.34 95.59 7 249.51 59.59 8 258.30 104.35 9 266.65 109.85 10 274.50 116.04 11 28179 122.89 12 268.47 130.33 13 293.50 137.00 Circle Center At X = 198.37 9
= 204.47 and Radius - 116.68 Factor of Safety
** 1.369 •**
END OF GSThBL7 0119502
350
300
250
200
150
100
50
0
0
Cross-Section VB-VBt Global Slope Stabi
l
i
t
y
C:\STEDWIN\VB3XPL2 Run By: Usemame 5/27/2014 2:02PM # FS I I Soil Soil Total Saturated Cohesion Friction Piez. a 1.68 Desc. Type UnitWt. UnitWt. Intercept Angle Surface b 1.68 1 No. (pcf) (pcf) (psf) (deg) No. c 1.68 Isa 1 125.0 135.0 Aniso Aniso Wi d 1.68 Af 2 115.0 125.0 100.0 31.0 WI 1.68
gl.68
hl.68
il.69
j1.69
2
A 6*
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin1.68 Safety Factors Are Calculated By The Simpli
f
i
e
d
J
a
n
b
u
M
e
t
h
o
d
f
o
r
t
h
e
c
a
s
e
o
f
c
&
p
h
i
b
o
t
h
>
0
7w&- H1
0N NOI UUNI 20O c0N000-X c0O000-( I101Od ,darn SIBI ONL000 SINIOd 0 9 0N dtO'0 ONIMOINITa 0000 000009 0006 00L00 0 0000 00.OE09 0006 00ct0 I ON oIocI aoOod oz-x ao0000-x iiio.o lazATI 0021 090L000 OLNIOd 0
L ON OOL0 0MI3t0OflNIOO 0000 0O0E09 0809 60t00 0 000_0 000009 09P9 600St I 0101109
oPZ goILozrt3ptI 001O9 aB000-X a9003-x 100109 0171W1 0121 00000.900 0000109 0 9 000 01ZI 003000.0NI000 000O 000EZ9 0908 11900E 0 0000 000EO9 0909 09t81 I ITOWYJ
000 NOZ1010tIINI 230101 001003-1 a01003-X .000109 0121011 001100 00001920 00100109 0 • S 000 013101'I LNI301O.!MI 0000 000EO9 0809 0D0O0 0 000.0 000009 0809 oriat I 0101.3019
ON 0001 F13991 MrEolq (19003-I 001003-01 INlod 121011 01101 2001900 9100101 0 0 000 12123 023300090010000 0000 000E09 088L 9566t 0 0000 00DE09 089L 55091 0 01023019
000 000131000T13991 013109 000003-1. (09003-01 .000109 01100111 91001. 2001320 919009 0 O09 0121011 090310300123 0000 000EZ9 099L 00661 0 0000 0000Z9 099L. 00091 I 0101312
00011000r03991 230109 0003-I (101003-X 09109 0121110 0103 00000.020 01.90109 0 0 •Ot( OI1.01t 00003010.09(1ZO 0000 000EO9 0900 0066t 0 0000 O00E09 090(.. 0008t I 010.0301.9
00I001X323 230103 (10003-1. 001003-01 195109 ld3xvl 01100 2000.920 0.000109 0 I 000 012.W7 0N1310.1NI501 001.003390 (0)01001.010 9002310500123 LT (0) '.1SX01t ONIololooxal 0009 0008P L - O00S 009lt 9 00E0 00O0t S 00-09 00011 00ZS 0066 0 Dolts 0009 0 oosc 000 I (100) (U) .11 o:oai-x °391-x IUtO9 000 100301.5 0023)0301 0109009 0009 00.91509 000 1003 L Aq ptI-5d0 I •0N 09109 3tL0951900019 (339) o,oa 231°00 3° 0'961° Iron 0000.913299 (9) 23990100 3101,0305022t9 I 0(30100 UVTV-4 073 01 :qbrp,- :a:o oxoz 00 ronbo 3 pUo 1q9 InOq :09 UIM 159 xo; oo-o ;o 000 udaT 001 (0) 010OC3 0010003 200 U) 3qDM COL0M ou qro 'orez 00 rorbO 3 poe 159 qooq 905 flp p99 10; 0oo 30 0tV0 00901 °o 00000 159(0 0) P01003t 0q 00 19(9 15/930 3 °sruv as= otro 10(9 J0/p" 3 O3 to-o 30 0tvp 00901 90) (1) 0 0509 0001\ulopo2s\3
0921000 Illos 90120110001 00,119 00,001 006 0 009Z 00,001 05 0 0090 00,001 00 -t (Sop) (;S4) (Sop) -oto o5m( 090 009000 150V0 00003TO 0591900 °1509 00150503 O315091fl03 0010115) S - P 53090 abave 001030910 30 J5r5t
Sl T. adit. 15og )sd0t r000 I 0900r900(oava 00100021010 30900110010001 t 00 000 0_to 000t 0-501 09tt 0 0.0 000 000 0-001 0co1 a-cot t ON (159) wexed (SOp) );sol)
(159) (Jodi OR 0301105 4ULISU03 °°U 0t50r91 0 3100900 •0M 21900 )l9 IPOn 091.3 0019 00919 0109 UOç03159 5)00009(03 P00010209 1100
3
t
l
o
s
1000 15 (0)09.0.0 z 010f0101d 0105 319013051 (U)000 - 019110.-I 0t;a I 00501 D169t - 00Ltt 00g6D to O 00Ltt 00060 00,60, 0901 00 I ooso 09001 0060 0L90t 61 I 0060 OL80t 00P5 098Zt 91 I 00901 00090 00001 OVSOP LT I 00901 0t00P 00O0t 0050 91 00001 00000 0050t 0169E SI 0 00-SET 0t69E 00L01 0069E 1-I 0 0OLEt 00690 0OLEt 006L0 Cr 0 00001 00600 000tt 00000 01 0 000tt 00000 001111 00000 It ooptt 00000 0996 oo-ato at O 0886 00910 00L9 00691 a O 0OLB 00901 00L8 00EP1 9 0 00L8 00t9t 0008 00t9t S O 0ZOS 00t9t 0Q0S 09901 9 I 00PS 099Z1 009S 00DZt S 0000 0000t 00_09 000tt P I 0005 000t1 00Z9 0066 £ 1 0009 0066 0005 colas 0 I 0005 0009 00_ES 000 I P°c MOM (U) (03) (0;) (23) 09.000 1(00 05101-2L 1519-X 0300-1. 10001-00 09309095 O0025p019001 t00oo to
o0.Tvpon08 90j LC 02101001001003 312000000 coqeoo odoto 109t010 011-01 9011300-05003 0000114123035) NOIu001d 319 0003 00WU07CL0 and4no P001°T9 9(010502 9310.00 1100 QxE00:3 :00000915.o 2tod2r0 xEqo3 000003019 15090 0300150fl :59 uno :0001 ° 0011. OIOZI LOIS 0091 5101.5309) 0000390 5000.5 1301100901. 303 eDb9(303 0)1000-OPt0939 0003159 0.00000 SPOOl 1.OPUDO 1100 31015500Oq13 Ot00 0)901100)09) 159 9091093 9)3092S 0039(0 polt)Ozpofl 00305300N I1000 1100 10303310151001 '00t1d/1d 600sp01001 (010.01009) 091000 03 9-900150000000 0 100o
e
9
0
0
0
0
1
0
0
'
)
003110 15 P000000 0100 10 -q005 P°L0U010 'do" 900153090 0000101.0 0101.1099) LZlltcVlS 29010
(9151993029 0S1 9001301530000-938205093 019(5101 1101) .. 1000 109(03355) 0000 0010:0.0 200:103 09661 .010000(1 0t 0090254 t0015010 • .. 9 LC0S01D N 5.5003 Aq LIS01000 en 500001100 CC. I 5559
L69L L1121 S 919L LILLI 1 6941 96tL1 I (9) (3;) IN ;3fl9-4. 9115-X 101°3 030101 03PtP1O00 9 AS po;to3d 000;ng
oxnlrs. ... BLOt .30;s ;o 903003 00LEt 99009 9 69991 oroos S 99001 90599 9 L690. Lt•L2a C 916L LCLLI S 695L 96tLt 3 (3;) 9305-9 933t5-x 3tXço9 030103 930p3000 S AS P0T903S 000;ltts 0.101103
Io;os 90 .103393
00L51 €8005 S 64991 09009 S 59001 40599 S L691 L1(.25 C StCL LtLC.( S 699L 95111 I (39) (3;) Ott 9305-3 3945-X 30903 030903 0390993003 9 AS P°9910°ds 000305 °'t3 00 00 00 0 0 00 00 95C #0 Pt
00 00 00 .0 0 00 00 r90969 )10 C
t
00 0.0 00 0 0 00 00 159999 6(. 91 00 00 00 0 0 00 00 6SLL6t 09 II ro 00 00 0 0 00 00 89E9051 0E5 01
00 00 00 O 0 00 00 t591,99 8S 6
00 00 00 0 0 00 00 C99911C 91 B 00 00 00 0 0 0.0 00 EESLSC 09 00 00 00 0 .0 00 00 l.C6911 993 S
00 00 00 0 0 00 00 199191 58 S
00 00 00 •0 .0 00 0•3 6C646 09 P 00 00 00 0 0 00
0
0
V
C
t
S
9
0
9
S
00 00 00 0 •0 00 00 56699 BC 9
00 00 0.0 0 0 00 00 08ESt 95
(qt) (sq-c) (0q( (q( (0q9) (sq') )sq (sq-It (33) 094
p003 30A 2015 009 9094 909 309 3t95t09 q3919 001tS oSx0qD30S 00303 0020.9 00203 00103 00303
09.5 099 30303 393094 gaoTTS St 009 00 030p tQflPt3tPoI ... BLS 'l o.. 339995 30 203095 00Ltt E9,00E 9 694C1 or001 S EZO0t 90499 -S L651. LtL9C C 9tEL LtLLt S 6951 86SLt I (3;) (3;) ON ;Xns-A a3fts-x 30.103 9951903 0300992003 9 39 909930035 00933515 OxnTTva % 91 953 001305193 90 330993303 890-L = 00.1391939 91990035 - 953 33 819t = 513W 59 tLtCt 0994 53 :S9ur0j 5.6 9910.1 11Y 03 9300 t9233T323B 0009 P03flt53 33tS 30 30qooN T3°.1 P0093 oq09 9093393999 003. 39 90(513303 53 0203093 330305 30593 113903 30035 - 9019933 ors 3099 5000;3515 °t33 t95-X,L 00.1 30 t°93903 39094 003. an 9930(35151 G2t( 599°U°3 000 0040I OOOSC 0096 0t03S
0001 00S9 00099 0099 00099 I (39) (33) (( (3;) (3;) 335399 30098-A 300991-X 3309-3 3301-X C0g 0.05 °I 33016 5019.199 90 051093103 9090093 9U( 905398 30.9 93309599 95133 30 9355103 0009 330(9 t°20 30 00.139100051 103 Pa-TiToads 10005 9 0999 0099 000931519 1993.1 0004
0006 509 '509993155 1)0016 SUIPTIS T3019U90 103 0tthT99o1 OSPOOS tf 50903 093994 909901909 0009505 91519993 (0093353 Y 0 < qoq -qd o 90 9509 093 109 9050 0uçoq 9-s 3003 1095193105 0000 000599 09Stt srtss 0000 000199 099Tt 69'519 I NDZDva .11 NOI3.MRr33NI 33603 5131033-3 935003-X .911903 315.193 SIRS 3953.950 59.94(03 9
LT 09 315.or7 01(9390394919 acre 000EZ9 08031 props S 0000 000E29 08,011 99931 I
011 110119151'I3tSI 33803 58003-A (131003-X 9(5909 95361 5199 9151333 S.1l9I0a S
St 091 315)953 08138093119 0000 000999 08,601 crops S 0000 QO•0C99 08601 09919 I 31093313
09 8019.915933151 933103 08003-3 09003-X .1)5309 3999311 510.1 9151350 53.11103 9
St •0#5 939195 51N138093119 0000 000E99 09,901 96613 S 0000 000C99 08901 96119 I 310135(3
09 1103.193133151 33803 08033-x a800-x 191103 3933391 0981 533.590 S335303 S
Pt 08 3153390 51813310.00958 000O 000CS9 09701 14151 S 0000 000E09 0901 35119 I 310335(3
015 1501193r13159 53803 08000-A (131000-X 195903 3159311 0199 9913951 993103 9
Cl QN 3153311 51911390191198 0000 000E99 orZot 10699 S 0001 000ES9 09*901 10119 I 90.1383
110L13001301(I 30803 08000-3 5311003-X 194903 89335 599.1 9199.690 53.15906 9 91 ON 855395 0000 000C99 0000t S98E9 S 0000 000009 cr001 99915 I 9393313
- 035 940195)111001 53903 08000-A 09300-X 9.94909 '47XVI 5199 531300 5.11(103 5 It 09 853'31 01(1080315398 0005 000C99 0896 lt6C5 S 0000 000999 0886 81915 I 3139383
09 Rol3.93r1081 53809 08003-9 0'sTOOD-X 995903 85993 5901 999.990 53.13903 0 01 094 3159395 51L9I01103fl1Vo 0000 000C29 0996 031C9 S 0000 000529 0896 009tS I 8093313
03 30110013081 33803 I ff8000-A 08003-X .915903 933395 5199 9103330 SA91094 Z
6 01( 313393 9N3000331331 000'0 000999 09S6 00199 Z 0000 000599 0996 00519 I 5 0503 3.0X5q4\U30pG3s\:3
-
C;\stedwin\vb3x.O17f Page 5 C:\stedwin\vb3x.OIIT Page 6 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
0*0 1.678 0*0
Failure Surface Specified By 6 Coordinate Points Point X-Surf F-Surf NO. (ft} (ft.)
1 171.98 75.69 2 171.17 73.12 3 227.17 72.97
4 265.05 100.23 5 300.40 135.59 6 300.93 137.00 Factor of Safety
0*0 1.618 •**
Failure Surface Specified By 6 Coordinate Points Point X-Surf F-Surf No. (ft) (ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 205.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
*0* 1.678 ***
Failure Surface Specified By 6 Coordinate Points Point X-Suxf F-Surf No. (ft) )ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00
Factor of Safety
1.678 ***
Failure Surface Specified By 6 Coordinate Points Point X-Surf F-Surf No. )ft) )ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00
- Factor of Safety
1.678 Failure Surface Specified By 4 Coordinate Points Point X-Surf F-Surf No. (ft) (ft) 1 182.14 84.08 2 220.87 77.92 3 264.35 103.74 4 292.10 137.00 Factor of Safety
*0* 1.690 *0*
Failure Surface Specified By 4 Coordinate P0mb Point X-Surf F-Surf No. )ft) (ft)
1 182.14 84.08 2 220.87 77.92 3 264.35 103.74 4 292.10 137.00 Factor of Safety
1.690 ***
0*0* EN)) OF GSTABL7 OUTPUT
350
300
250
200
150
100
50
0-
0
Cross-Section VB-VB' Global Slope Stability, Pseudostatic
C:\STEDWIN\VB3XE.PL2 Run By: Usemame 5/27/2014 2:03PM # PS SI Soil Total Saturated Cohesion Friction }Piez. Load Value a 1.42 Deso. Type UnitWt. UnitWt Intercept Angle Surface HorizEqk 0.150g< b 1.42 I No. (pcf) (pcf) (psf) (deg) No. C 1.42 Tsa 1 125.0 135.0 Misc Misc WI d 1.42 Al 2 115.0 125.0 120.0 35.0 WI -e--1.42
f 1.42
g1.42
hl.42
11.44
jl.44
a
2 :-•F
I
R17 30
~39 R6
--------
W1
1
50 100 150 200 250 300 350 400 450 500 GSTABL7 v.2 FSmin=1.42 Safety Factors Are Calculated By The Sim
p
l
i
f
i
e
d
J
a
n
b
u
M
e
t
h
o
d
f
o
r
t
h
e
c
a
s
e
o
f
c
&
p
h
i
b
o
t
h
> 0
fi6.M'2 A-I2-
C:\steciwin\vb3xe.OtrI Page 1 *** GSV.-BL7 *** ° GSTP,917 by terry S. Gregory, P.E. " Origins). Version 1.0, January 1996 Current Vetsjon 2.002, December 2001 ** (All Rights P.eserve&.Unauthozized Use Prohibited)
SLOPE STABILITY ANALYSIS SYSTEM Modified Bishop, Simplified leShu. or GLE Method of Slices. (Includes Spencer & Murgenstero-Pric
e
T
y
p
e
A
n
a
l
y
s
i
s
)
Including Pier/Pile, Reinforcement, Soil Nail. Tieback, Nonlinear Undrained Shear Strength, Cursed Phi Envelope, Asisotropic Soil, fthgr-Reinforced Soil, Bdnodary Loads, Water Surfaces, Pseudo-Static Earthquake, and Applied Force Options. Analysis P.uo Slate: 5/27/2014 Time of Pus: 2:03PM Run 5y: UsernaNe Input Data Filename; C;vb3xe. Output Filename: C;vb3ae.OUT Unit System. English Plotted Output Filename: C;vb3xe.PLT
PROBLEM DESCRIPTION: Cross-Section VS-YB'
Global Slope Stability, Psedosta
t
i
c
000NOARY COORDINATES
17 Top Boundaries 21 Total. Boundaries Boundary X-Left 2-Left k-Bight 2-Right Soil Type No. )ft) )ft) (It) (It) Below Bod 1 0.00 53.00 80.00 53.00 1 2 60.00 53.00 99.00 52.00 1 3 99.00 52.00 112.00 50.00 1 4 112.00 $0.00 120.00 53.00 1 5 120.00 53.00 129.40 54.00 1 5 128.50 54.00 181.00 80.20 2 7 181.00 80.20 183.00 81.00 2 8 183.00 81.00 189.00 81.00 2 3 189.00 81.00 216.00 98.60 2 10 216.00 98.80 220.00 114.00 2 11 220.00 314.00 232.00 114.00 2 12 032.00 114.00 219.00 131.00 2 13 278.00 131.00 369.00 131.00 2 14 369.00 131.00 369.10 135.00 2 15 369.10 135.00 405.00 135.00 1 18 405.00 135.00 405.10 136.00 1 17 405.10 136.00 480.00 138.00 1 18 128.60 54.00 128.70 49.00 1 19 128.70 49.00 143.60 49.00 1 20 143.60 49.00 295.00 117.00 1 21. 295.00 117.00 369.10 1.35.00 1 Default F-Origin 0.00(11) ISOTROPIC 0011. PARAMETERS
2 Type(s) of Soil Soil Total. Saturated Cohesion Friction Pore
P
r
e
s
s
u
r
e
P
i
e
z
.
Type Unit WI. Unit Mt. Intercept Angle Pressure Constant Surface No. pcI) (pci) (psI) (dog) Baron. (psi) No. 1. 125.0 135.0 120.0 38.0 0.00 0.0 2 115.0 125.0 120.0 35.0 0.00 0.0 )4O4ISOTROPIC STRENGTH PARAMETERS
1 soil type(s) Soil. Type 1 Is Anisotropic Number of Direction Ranges Specified 3 Direction Counterclockwise Cohesion Friction Range Direction Limit Intercept Angle No. (dog) (psi) (deg) 1 3.0 120.00 38.00 2 5.0 120.00 32.00 3 90.0 120.00 38.00 ANISOTROPIC SOIL 54(2055:
C;\stedwin\vb3xe.00T Page 2 An input value of 0.01 for C and/or 95.1 will cause Jrd.so C and/or Phi to be ignored in that range. An input value 01 0.02 for PSSI will set both Phi and C equal to nero, with no water weight is the tension crack. An input value of 0.03 for Phi will set both Phi and C equal to zero, with water weight in the tension crack. 1 PITZONETRIC SURFACE(S) SPECIFIED Unit Weight of Water 62.40 pcI) Piezunetric Surface No. 1 Specified by 7 Coordinate Points Pore Pressure Inclination factor 0.50 Point k-Water 2-Water No. (It) )ft) 1 0.00 53.00 2 80.00 53.00 3 99.00 $2.00 4 112.00 55.00 5 120.00 53.00 6. 125.00 54.00 7 480.00 80.00 A Horizontal Earthquake Loading Coe
f
f
i
c
i
e
n
t
ofo.150 Was Been Assigned A Vertical Earthquake loading Coefficient Of 0 .000 Was Been Assigned Cavitation Pressure - 0.0)psf) REINFORCING LRSYR (55 17 REINFORCING LAYER(S) SPECIFIED
REINFORCING LAYER NO. 1 2 POINTS DEFINE IBIS LAYER POINT X-COIRD V-COORS) FORCE INCLINAFION NO.
FACTOR 1 180.00 18.00 6230.00 0.000 2 199.00 74.80 6230.00 0.000 REINFORCING LAYER NO. 2 2 POINTS DEFINE THIS LAYER POINT X-COORD 2-COORS FORCE D4C12015TION NO.
FACTOR 1 180.00 76.60 6230.00 0.000 2 199.00 76.80 6230.00 0.000 REINFORCING LAYER NO. 3 2 POINTS DEFINE THIS LAYER
POINT N-COORS V-COORS) FORCE INCLINATION NO.
FACTOR 7. 180.55 78.80 6230.50 0.000 2 193.55 78.60 6230.00 0.000 REINFORCING LAYER NO. 4 2 POINTS DEFINE THIS LAYER
POINT X-COORD 2-COORS) FORCE INCLINATION NO.
FACTOR 1 181.40 80.00 6230.00 0.000 2 200.40 80.80 6230.00 0.000 REINFORCING LAYER NO. 2 POINTS DEFINE THIS LAYER 00154'? X-COORI) S-COOED FORCE INCLINATION NO.
FACTOR 1 181.84 82.60 6230.00 0.000 2 200.84 82.80 6230.00 0.000 REINFORCING LAYER NO. 6 2 POINTS DEFINE THIS LAYER POINT X-COORD 2-COORS) FORCE INCLINATION NO.
FACTOR 1 182.29 84.80 6230.00 0.000 2 201.29 84.65 6230.00 0.000 REINFORCING LAYER NO. 7 2 POINTS DEFINE THIS LAYER
POINT k-COORS) 2-COORS FORCE INCLINATION NO.
FACTOR 1 215.00 94.00 6230.00 0.000
":
C\stedwi&vb3xe.OQT Page 3
C\stedwin\vh3ze.OQT Page
2 231.00 94.00 4230.00 0.000
length Of Line Segments For Acti
v
e
A
n
d
P
a
s
s
i
v
e
P
o
r
t
i
o
n
s
Of
REINFORCING LAYER NO. 8
Sliding Block Is 00.0
2 POINTS DEFINE THIS LP.YEP.
Box 2-Left 1-Left 2-Right 1-Right Height
POINT X-C(X)RD N-COOED FORCE INCLINATION
No. (ft) (ft) (Et) (It) (it)
NO
FACTOR
1 220.00 95.00 240.00 95.00 40.00
1 215.00 94.90 6230.00 0.000
2 240.10 95.00 350.00 105.00 40.00
2 237.00 64.50 6230.00 0.000
WARNING! The factor of safety c
a
l
c
u
l
a
t
i
o
n
d
i
d
n
o
t
c
o
n
v
e
r
g
e
a
s
2
0
i
t
e
r
a
t
i
o
n
s
.
REINFORCING wit NO. g
The Trial Failure Surface In Question Is Defined
2 POINTS DEFINE THIS LAYER
By The Following 4 Coordinate Points
POINT X-COORD N-COOED FORCE INCLINATION
Point 2-Surf F-Surf
NO.
FACTOR
No. (It) (11)
1 215.00 96.80 6230.00 0.000
1 220.09 114.00
2 237.00 96.80 6230.00 0.000
2 229.81 107.47
REINFORCING LAYER NO. 10
3 242.70 94.07
2 POINTS DEFINE THIS LAYER
4 342.81 137.00
POINT X-COORD T-COOP.D FORCE INCLINATION
Factor of Safety for the Precedin
g
S
u
r
f
a
c
e
i
s
3
e
t
w
e
e
2
0
.
027 and19.991
NO.
FACTOR
WARNING) The factor of safety c
a
l
c
u
l
a
t
i
o
n
d
i
d
n
o
t
c
o
n
v
e
r
g
e
i
n
2
0
i
t
e
r
a
t
i
o
n
s
.
1 216.18 98.90 6230.00 0.000
The Trial Failure surface 231 Question Is D
e
f
i
n
e
d
2 238.16 98.80 6230.00 0.000
By The Following 4 Coordinate Points
REINFORCING LAYER NO. 11
Point 2-Surf F-Surf
2 POINTS DEFINE THIS LAYER
No. (it) (it) -
POINT 2-COOED N-COOED FORCE INCLINATION
1 212.75 97.38
NO.
FACTOR
2 235.67 74.80
1 216.62 100.80 6230.00 0.000
3 248.44 79.19
2 238.62 100.80 6230.00 0.000
4 248.61 122.28
REINFORCING LAYER NO. 12
Factor of Safety for the Precedin
g
S
u
r
f
a
c
e
i
s
3
e
t
w
e
e
o
3
3
.
0
6
5
-
-
1
3
.
0
4
9
2 PoINTS DEFINE THIS LAYER
WARNING) The factor of safety c
a
l
c
u
l
a
t
i
o
n
d
i
d
n
o
t
c
o
n
v
e
r
g
e
i
n
2
0
i
t
e
r
a
t
i
o
n
s
.
POINT IC-COOED 1-COORD FORCE INCLINATION
The Trial Failure Surface In Question
Is Defined
NO.
FACTOR
By The Following 4 Coordinate Points
1 217.07 102.80 6230.00 0.000
Point 2-Surf F-Surf
2 239.07 102.80 6230.00 0.000
No. (It) (ft)
REINFORCING LAYER NO. 13
1 220.09 114.00
2 POINTS DEFINE THIS LAYER
2 229.81 107.47
POINT X-COORII 1-COORD FORCE INCLINATION
3 342.70 84.07
NO.
FACTOR
4 342.91. 131.00
1 217.51 104.80 6230.00. 0.000
Factor of Safety for the Preceding Surface is Beb.een20.0
2
7
a
e
4
1
9
.
9
9
1
2 239.51 104.80 6230.00 0.000
WARNING! The factor of safety cal
c
u
l
a
t
i
o
n
did not converge in 20 iterations.
REINFO
RCING LAYER NO. 14
The Trial Failure Surface In Question Is Defined
2 POINTS DEFINE IBIS LAYER
By The Following 4 Coordinate Points
POINT 2-COOED N-COOED FORCE INCLINATION
- Point X-Surf 1-Surf
NO.
FACTOR
No. (it) (It)
1 217.86 006.80 6230.03 0.000
1 212.75 97.30
2 239.96 106.80 6230.00 0.000
2 235.67 74.80
REINFORCING LAYER NO, is
3 248.44 7919
2 POINTS DEFINE THIS LAYER
4 248.67 122..26
POINT 2-COOED N-COOED FORCE INCL2300IIIN
Factor of Safety for the Preced
i
n
g
S
u
r
f
a
c
e
i
s
B
e
t
w
e
e
e
3
3
.
0
6
5
ax1d33.049
NO.
FACTOR
WARNING) The factor of safety calculation did not converge in 20 iterations.
1 218,40 108.80 6230,00 0.000
The Trial Failure Surface In Question Is Defined
2 240.40 108.80 6230.00 0.000
By The Following 4 Coordinate Points
REINFORCING LAYER NO. 16
Point 2-Surf 1-Surf
2 POINTS DEFINE THIS LAYER
No. (It) (it)
P02311 X-COORD F-COORS FORCE INCLINATION
1 220.09 114.00
NO.
FACTOR
2 229.81 107.47
1 218.94 110.00 6230.00 0.000
3 342.70 94.07
2 240.84 .110.80 6230.00 0.003
4 342.91 137.00
REINFORCING LAYER NO. 17
Factor of Safety for the Preceding Surface in Retween20.021
a
n
d
l
9
.
9
9
1
.
2 POINTS DEFINE THIS LAYER
WARNING! The factor of safety cal.culntioc did not converge in 20 iterations.
POINT IC-00030 1-COORD FORCE INCLINATION
The Trial Failure Surface In Question
I
s
D
e
f
i
n
e
d
NO.
FACTOR
By The Following 4 Coordinate Points
1 219.29 112.80 6230.00 0,000
Point X-Surf 1-Surf
2 - 241.28 112.80 6230.00 0.000
No. (ft) (It)
lnobus Empirical Ccci is being used for the case of c 6 phi both > 0
1 212.75 91.38
A Critical Failure Surface Searching Method, Using A Random
. 2 .231.67 14.60
Technique For Generating Sliding Block Surfaces, 555 Seen
3 248.44 79.19
Specified.
.
4 288.81 122.26
0000 Trial Surfaces Have Been Generated.
#0N#000#0000004(#000 SOME LINES SNIPPED 0#4)339#0000U001*0*00
2 Boxes Specified For Generation Of Central Block Base
Following Are Displayed The Ten
M
o
s
t
C
r
i
t
i
c
a
l
01 The Trial
L' 0H
C:\stedwin\vb3xe.00T Page 5
C:\stedwin\vb3ze.OUT Page 6
Failure Surfaces Evaluated
. They Axe Ordered - host Critical First. * Safety Factors Are Calculated By Th
e
S
i
m
p
l
i
f
i
e
d
.3anbc 54ethod Total Number of Trial Surfaces Evaluated
- 5000 WAMINGI The Factor of Safety Calculation for one or Mor
e
T
r
i
a
l
S
u
r
f
a
c
e
s
Did Not Converge in 20 Iterations. Number of Trial Surfaces with Non-Converged PS 16 Percentage of Trial Surfaces With Non-Valid PS Solutions of the Total Evaluated = 0.3 Statistical Data On ll Valid PS Values:
PS Max 475.075 PS Mm 1.622 PS Ave 3.740 Standard Deviation = 19.035
Coefficient of Variation - 506.90 Failure Surface Specified By 6 Coordinate Points Point N-Surf F-Surf No. (ft) (Si) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
*0* 1.422 ° 'Individual data on the 14 slices Water Water ftc Tie Earthquake Force Force Force Force Force Surcharge
Slice Width Weight fop 6t Norm Tan Soc Vet Load No. (Si) (lhs( (Ths( (Ike) (t
h
e
)
(
l
b
e
(
(
i
k
e
)
(
l
b
s
(
o
h
s
)
5.2 1538.0 0.0 0.0
0. 0. 230.7 0.0 0.0
2 3.8 2699.6 0.0 0.0
0. 0. 404.9 0.0 0.0
3 2.0 2413.1 0.0 0.0
0. 0. 362.0 0.0 0.0
4 6.0 9693.9 0.0 0.0 0. 0. 1439.1 0.0 0.0
5 8.2 14762.1 0.0 0.0 0. 0. 2214.3 0.0 0.0
6 10.8 47653.7 0.0 0.0 0. 0. 7155.1 0.0 0.0
7 4.0 15743.3 0.0 0.0 0. 0. 2361.5 0.0 0.0
8 7.2 34666.3 0.0 0.0 0. 0. 5200.0 0.0 0.0
9 4.8 22465.3 0.0 0.0 D. 0. 3369.8 0.0 0.0
10 33.0 130836.8 0.0 0.0 0. 0. 19625.5 0.0 0.0
11 6.0 19775.9 0.0 0.0 0. 0. 2566.4 0.0 0.0
12 7.9 22655.7 0.0 0.0 0. 0. 3398.4 0.0 0.0
13 21.4 29604.2 0.0 0.0 0. 0. 4470.6 0.0 0.0
14 0.4 35.2 0.0 0.0 0. 0. 5.3 0.0 0.0 Failure Surface Specified By 6 Coordinat
e
P
o
i
n
t
s
Point X-Surf 2-Surf No. (ft) (ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
* 1.422 *** failure Surface Specified By 6 Coordi
n
a
t
e
P
o
i
n
t
s
Point X-Surf S-Surf - No. (Si) (ft) 7. 171.99 75.99 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 115.59 6 300.83 137.00 Factor of Safety
*0* 1.422 0*0 Failure Surface Specified By 6 Coordi
n
a
t
e
P
o
i
n
t
s
Point N-Surf 2-Surf No. (ft) (ft)
1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
00* 1.422 •** Failure Surface Specified By 6 Coordinate Points Point N-Surf 2-Surf No. (ft) (ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
1.022 ° Failure Surface Specified By 6 Coo
r
d
i
n
a
t
e
P
o
i
n
t
s
Point N-Surf 2-Suxt No. (ft) (ft) 1 171.38 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 0 300.40 735.59 6 300.83 137.00 Factor of Safety
*0* 1.422 Failure Surface Specified by 6 Coo
r
d
i
n
a
t
e
P
o
i
n
t
s
Point X-Surf 2-Surf No. (St) (ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
*** 1.422 *0* Failure Surface Specified By 6 Coordi
n
a
t
e
Points Point X-Surf 2-Surf No. (ft) )ft) 1 171.98 75.69 2 177.17 73.12 3 227.17 72.97 4 265.05 100.23 5 300.40 135.59 6 300.83 137.00 Factor of Safety
1.422 ** Failure Surface Specified By 4 Coordinate Points Point N-Surf 2-Surf No. (St) Itt) 1 159.11 91.42 2 235.23 90.03 3 276.50 116.42 4 282.22 137.00 Factor of Safety
" 1.443 Failure Surface Specified By 4 Coor
d
i
n
a
t
e
P
o
i
n
t
s
Point N-Surf 1-Surf No. (ft) (Si) 1 199.11 91.42 2 235.23 90.03 3 276.50 116.42
C:\tedw&n\vb3xt.CUT Page 7 282.22 137.00 Factor of Safety ... 1.443
OF GSA0L7 0tFrPUT