20030179 Ver 6_Modifications_20090625

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June 24, 2009
JUN 2-5 2009
DENR - WATER (VAI
Mr. John Dorney WETLANDS AND STORMWA TER BRANCH ,
NCDENR-DWQ
Wetlands and Stormwater Branch
401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Subject: Duke Energy Carolinas, LLC - Nationwide Permit Modification Request
Dillsboro Dam and Powerhouse Removal - Bank Stabilization Project
DWQ #2003-0179, version 6.0
Dear Mr. Dorney:
HDRIDTA would like to 'submit the enclosed permit modification request on. behalf of Duke
Energy Carolinas, LLC (Duke). Enclosed please find two copies of the modification request,
which include a bank stability report demonstrating the need for the permit modification and
describing methodologies. All original, signed and sealed documents have been sent to Ms.
Lori Beckwith of the U.S. Army Corps of Engineers. A courtesy copy has also been sent to
Mr. Mark Cantrell of the U.S. Fish and Wildlife Service.
On behalf of Duke, we would like to thank you for your attention to the Dillsboro Dam
Removal Project. Should you have any questions or concerns,. please do not hesitate to contact
me at [phone] or by email at [e-mail].
Sincerely,
HDRIDTA
Jason N. Isbanioly
Scientist
JNI/cef
Enclosures
HDRI DTA
HDR Engineering, Inc. of the Carolinas
400 S Tryon Street Phone: [phone]
Suite 2401 Fax: [phone]
Charlotte, NC 28285-0106 www.hdrinc.com
L? DZ.A?

June 22, 2009 L v U `??
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' Ms. Lori Beckwith
U.S. Army Corps of Engineers WETLANDSANDSTORMyy gsgNCH
151 Patton Ave
Room 208
' Asheville, NC 28801-5006
Subject: Duke Energy Carolinas, LLC - Natio nwide Permit Modification Request
Dillsboro Dam and Powerhouse Removal - Bank Stabilization Project
Action ID 200701194

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Dear Ms. Beckwith:
The following permit modification request is being provided by 14DRIDTA on behalf of Duke Energy
Carolinas, LLC (Duke). Duke is requesting a change in allowable impacts described in the previously
submitted Pre-Construction Notification (PCN) for the Dillsboro Dam and Powerhouse Removal
Project, dated March 21, 2007, and approved under Nationwide Permit (NWP) 27 (Action ID
200701 l 94), dated June 5, 2008.
Located in the Town of Dillsboro, in Jackson County, North Carolina, the dam and powerhouse removal
project is scheduled to begin in January 2010 and be completed by March 2010. Duke is requesting an
additional 300 linear feet of stream impacts for bank stabilization within the Dillsboro Reservoir. The
affected area is on the northeastern bank and extends from the existing powerhouse upstream into the
reservoir. The following table providesa summary of the proposed impact to this area.
Table 1. Dillsboro Bank Stability Project - Proposed Impacts
Stream Perennial Avg Impact
Impact Stream Type of or Stream Length Area of
Number
(indicate on Name Impact Intermitte Width
Before (linear Impact
(acres)
ma) nt Im act ft)

Section I Tuckasegee
Permanent
Perennial
135
300
0
12
River .
Total Stream Impact (by length and acreage) 300 0.12
HDRIDTA
HDR Engineering, Inc. ofthe Carolinas
1
400 S Tryon Street
Suite 2401
Charlotte, NC 28285-0106
Phone: [phone]
Fax: [phone]
www.hdrinc.com
' Ms. Lori Beckwith
June 22, 2009
Page 2 of 2
Based on a slope stability analysis (enclosed) of the eastern bank immediately upstream of the
powerhouse, HDRIDTA has determined that lowering the reservoir water level could lead to bank
failure through subsidence at this location. Geotechnical borings taken in this area show the bank and
road bed material to be predominately a mixture of silt and sand alluvium. Given the existing bank
slope upstream of the powerhouse (3:1 to 1:1), the saturated bank may fail once the supporting water is
removed. (i.e., during and after drawdown). This scenario will likely occur despite Duke's compliance
' with the terms and conditions of the existing Section 404 and 401 permits regarding gradual drawdown
procedures.
' Although bank failure may occur in other parts of the reservoir, the reason for concern in this particular
area is due to a sanitary pipe and a fiber-optic cable, which are located between the bank and the road.
These would be impacted by bank failure with potentially severe consequences. Additionally, the
adjacent road (North River Road) would be affected by bank failure in the area.
To protect against bank failure, Duke is proposing to armor 300 feet of the northeastern bank with North
Carolina Department of Transportation (NCDOT) Class 2 rip-rap, creating a rip-rap slope buttress
' approximately 12 feet high and 18 feet wide at the base. Rip-rap volume is estimated to be 1,200 cubic
yards. No concrete rubble will be used for the bank stabilization; only natural stone will be utilized.
The buttress will be installed prior to drawdown. The location of the post dam removal ordinary high
' water mark (OHWM) is unknown and therefore the amount of rip-rap that will be below the OHWM is
unknown. Because this stabilization effort will be partially underwater, filter fabric cannot feasibly be
installed beneath the rip-rap. Aside from this issue, however, all general and specific conditions for
installing rip-rap contained within NWP 27 will be adhered to while working in this area. Once
installed, the buttress will be permanent and no materials will be double-handled or removed.
As mentioned, please find enclosed the supporting Dillsboro Dam River Bank Stabilization slope
analysis report. Should you have any questions or concerns regarding this submittal, please do not
hesitate to contact me at [phone] or Mr. Scott Fletcher at [phone].
Sincerely,
HDRIDTA
2 T
/ Jason N. Isbanioly S.eott T. Fletcher, CWB, PWS
Scientist Environmental and Regulatory Manager
' Enclosures
cc w/enclosures:
John Dorney - North Carolina Division of Water Quality
Hugh Barwick - Duke Energy Carolinas, LLC
File

HDRI DTA
HDR Engineering, Inc. ofthe Carolinas

1

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Project Number:
Calculation Number:
CALCULATION COVER SHEET
102444
DD-01
Rev.
Page 1 of 1
Title: Dillsboro Dam River Bank Stabilization
Purpose: To evaluate the proposed river bank stabilization measure by means of a
slope stability analysis.
Conclusion: Please refer to the analysis results and discussion.
Originator: `=-?` ` Date: -c
% I C: e
QC Review/Checked By: F CC, Date: C /13 JZ o-y
Approved By: Date: 6 / / f i? 4VIA" Fid?. Supersedes Calculation No: Superseded by Calculation No:
Corporate Seal:

Professional Engineer Seal:
N.C.B.E.L.S. License Number. F-0116
400 South Tryon Street
Charlotte, NC 28285
CARO? //
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HDR Engineering, Inc. of the Carolinas
400 S. Tryon Street, Suite 2401
Charlotte, NC 28285
N.C.B.E.L.S License No: F-0116
1 03/2002
Dillsboro Dam River Bank Stabilization
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Introduction
During construction activities to remove the Dillsboro Dam structure, there is a concern that
dewatering of the river may result in a rapid drawdown loading condition of the adjacent river
bank. If this condition occurs, the river bank may destabilize and fail through subsidence. The
following report summarizes a proposed stabilization measure that would reduce the risk of
failure of the river bank during the dam removal. The report also provides an evaluation of the
proposed measure by means of a slope stability analysis.
River Bank Stabilization
The proposed stabilization measure will involve placing riprap along the north river bank for
approximately 300 linear feet upstream of the powerhouse. This measure is considered to be
the most feasible alternative and provides the least disturbance given the space and access
limitations. The riprap will be dumped against the river bank prior to dewatering at an
approximate slope inclination of 2.5H:1V (Horizontal to Vertical). The riprap slope will
extend from the existing full pond water level at an elevation of ±1972 ft msl to the riverbed at
an elevation of ±1960 ft msl. The proposed riprap location and typical geometry of the riprap
are shown on Attachment 1. The riprap will generally consist of North Carolina Department of
Transportation (NCDOT) Class 2 stone (Reference 1). A summary of a typical section for the
river bank stabilization is provided in Table 1.
Slope Stability Analysis
Slope stability analyses were conducted to estimate the factors of safety of the river bank with
the proposed stabilization measure for rapid drawdown and long-term loading conditions. The
analysis section was developed based on existing topography and incorporated available
information from a geotechnical exploration (Attachment 3).
HDRIDTA
HDR Engineering, Inc. ofthe Carolinas
400 S Tryon Street Phone: [phone]
Suite 2401 Fax: [phone]
Charlotte, NC 28285-0106 www.hdrinc.com
1UR I TA
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Dillsboro Dam River Bank Stabilization
Slope Analysis Report
Page 2 of 5
Analysis Method
The slope stability analyses were performed using the UTEXAS4 computer program
(Reference 2) with appropriate conditions and material properties represented for each loading
condition. The analyses were conducted to determine representative shear failure surfaces that
are likely to result in significant or catastrophic subsidence of the river bank. Factors of safety
in the slope stability analyses were calculated using Spencer's procedure with an automatic
search feature assuming a circular shear surface.
Material Properties
Fill and foundation material properties were estimated based on materials encountered during
the geotechnical exploration and experience with regional soils. Material properties for the
riprap were estimated based on judgment. The material properties used in the slope stability
analyses for each material are summarized in Table 2.
Loading Conditions
Two loading conditions were assessed in this slope stability analysis: rapid drawdown loading
and long-term loading. A rapid drawdown loading condition represents a situation where the
water level outside a slope drops quickly enough such that the fill materials within the slope do
not have sufficient time to drain. The available information on materials comprising the river
bank slope was extremely limited and variable. Therefore, it was conservatively assumed that
a rapid drawdown condition may develop in the slope during drawdown of the river water level.
A long-term loading condition represents a situation over time after the dam removal where the
water level and groundwater reach a steady state condition and the fill materials within the
river bank have drained completely.
Analysis Results
Analysis results are presented in Attachment 2. Calculated slope stability factors of safety and
the criteria for each loading condition analyzed are summarized in Table 3. The analysis
results indicate that the factors of safety for the river bank with the proposed stabilization
measure described is adequate for the river bank subsidence concerns.
HDRI DTA
HDR Engineering, Inc. ofthe Carolinas
1
' Dillsboro Dam River Bank Stabilization
1 Slope Analysis Report
Page 3 of 5
I References
' 1) North Carolina Department of Transportation. 2006. Standard Specifications for Roads and
Structures Book.
2) Wright, S.G. 1999. UTEXAS4, A Computer Program for Slope Stability Calculations,
Shinoak Software, Austin, Texas.

F

HDR DTA
HDR Engineering, Inc. ofthe Carolinas
I Dillsboro Dam River Bank Stabilization
Slope Analysis Report
Page 4 of 5

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Table 1. Summary of river bank stabilization
Stabilization Method Riprap Slope Buttress
Location North river bank upstream of dam
Len-th ± 300 ft
Height Min. 12 ft
Bottom Width ± 18 ft
Slope Inclination 2.5H:1 V
Riprap Top Elevation 1972 ft msl (Existing full pond water level)
Riprap Toe Elevation 1960 ft msl (Riverbed)
Riprap Material NCDOT Class 2
Total Volume of Riprap ± 1,200 cubic yards
HDR IDTA
HOR Engineering, Inc. of the Carolinas
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Attachment 1
Design Drawing

Attachment 2
Slope Stability Analysis Results
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TABLE NO. 1
COMPUTER PROGRAM DESIGNATION: UTEXAS4
Originally Coded By Stephen G. Wright
Version No. 4.0.1.5 - Last Revision Date: 2/15/2003
(C)4COpy?right41985-2002 S. G. Wright - All rights reserved
#
4 R4 x# R4 4R#444#4#44484#4#4g4wwR#4#x#4wRtr4##Rb4wp4#RtrRw4
RESU
* LTS OF COMPUTATIONS PERFORMED USING THIS SOFTWARE
* SHOULD NOT BE USED FOR DESIGN PURPOSES UNLESS THEY HAVE
* BEEN VERIFIED BY INDEPENDENT ANALYSES, EXPERIMENTAL DATA "
* OR FIELD EXPERIENCE. THE USER SHOULD UNDERSTAND THE ALGORITHMS
" AND ANALYTICAL PROCEDURES USED IN THIS SOFTWARE AND MUST HAVE
READ ALL DOCUMENTATION FOR THIS SOFTWARE BEFORE ATTEMPTING
*
* TO USE IT. NEITHER SHINOAK SOFTWARE NOR STEPHEN G. WRIGHT
*
* MAKE OR ASSUME LIABILITY FOR ANY WARRANTIES, EXPRESSED OR
* IMPLIED, CONCERNING THE ACCURACY, RELIABILITY, USEFULNESS °
" OR ADAPTAB#ILIT4
# Y OF4THISgSOFTWARE.
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#####448#Kdltr4dA44lA#4#4AR#tq4e4#x#44R44x4#4gtr4tr4#####AdAd
{
R
UTEXA54 5/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: Wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_DillsborO_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid DrawdOWn
Slope Stability Analysis (Spencer - circular)
TTABLE N0. 3
# 4x844#wAd4x44##w#R
° NEW PROFILE LINE DATA
R RR4bR44ApwR#44#44dAR44rt#
----------------------------------------------------------
Material
Type
(Number): 1 _____
____-Profile -Line -NO_ 1
_
--
- -
-_-
Description: Partially weathered Rock - saturated
Point X Y
1 0.00 1962.00
2 42.00 1960.00
1 3 100.00 1960.00
----------------------------------------------------------
----- Profile Line No. 2 - Material Type (Number): 2 -----
---------------------------------
------------------------
Description: Random Fill - saturated
Point X Y
1 0.00 1969.00
2 30.00 1972.00
3 42.00 1960.00
____- Profile Line No. 3 _ Material Type (Number)
3 _____
------ ---- -----
---
_
Description: Random Fill - Moist
Point X Y
' 1 0.00 1975.00
2 27.00 1975.00
3 30.00 1972.00
-----------------------------------------------------------
----- Profile Line No. 4 - Material Type (Number): 4 -----
----------------------------------------------------------
Description: Road Bed Fill - Moist
Point X Y
1 0.00 1979.00
2 23.00 1979.00
3 27.00 1975.00
----- ----------------------------------------------
-----Profile Line No. 5 - Material Type (Number): 5 ----
--------------------------------------
--------------------
Description: Riprap
Point X Y
1 30.00 1972.00
2 60.00 1960.00

UTEXA54 5/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
1 Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_orawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - circular)
x4b44x4##Rtrtr!###trw444##gl4x844444de
xRxx44tr44xxxtr4!#p4x##4
* NEW MATERIAL PROPERTY DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS *
x4# 844#44trwR4R4##!#4Rx48#ARRx###4lppp4#R4R444#RdRR4#4xbA#444x48#d44
------------------------------------------------------------------
--------------------DATA-FOR-MATERIAL-NUMBER-1----------- --------
Description: Partially Weathered Rock - Saturated
unit weight of soil (material): 135.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
1

cohesion - - - - - - 1500.0
Friction angle - - - - - 35.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
1 Negative pore water pressures are NOT allowed - set to zero.
------------------------------------------------------------'-----
---`-------------- DATA FOR MATERIAL NUMBER 2 -------------------
_________________
___________________________________________
Description: Random Fill - Saturated
unit weight of soil (material): 115.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - 0.0
Friction angle - - - - - 25.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
------------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 3 -------------------
_____________________________________________________________
Description; Random Fill - Moist
' Unit weight of soil (material): 108.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
cohesion - - - - - - 0.0
Friction angle - - - - - 25.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.

' ------------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 4 ------
______________________________________
____________________________
Description: Road Bed Fill - Moist
unit weight of soil (material): 115.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
cohesion - - - _ _ _ - 100.0
Friction angle e - - 32.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
---------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 5 -------------------
_________________________
_________________________________________
Description: Riprap
Unit weight of soil (material): 125.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - 0.0
Friction angle - - 45.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.

UTExAS4 S/N:00136 - Version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
f
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Ban k\Analysis\Di1Isbo ro_RiverBank_Ri p rap_Drawdown_Deep. dat
1 Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - circular)
TABLE 11
# ggqRR#qRq##Yaq
#RRgtr#Ygtr #aa#YR
* NEW PIEZOMETRIC LINE DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS
RR#xYRRaxYRxxxRaYYaa#Ra##RaxaggqaYatrYqaa#traaaRRRx#qRa#YYa#gRRRq#Raagx
1
__________
----_---________________________'_-___-_-_-
---------____ Piezometric Line Number 1 ---------------
---- _------
unit weight of fluid (water): 62.4
Point X y
1 0.00 1969.00
2 30.00 1972.00
3 100.00 1972.00

UTEXAS4 S/N:00136 - Version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River sank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - circular)
TABLE N0. 11
a#trgq#RatrgRa#RR#aRRrttrx
Y
*
x
RRggtrqqYYRxYRqx##R#YaR#Yxgx#RaaxR##Yax#Ya##R
#Ye.E. nlxDonrRnBaenD#nOa?qDancRx#nqV N IONAL/FIRST-STAGE COMPUTATIONS
*?Nenxna?n+xcnY#C3#xnxcaa?#Yea+sa?#naa
Normal Shear
Point x y Pressure Stress

1

' Distributed loads will be generated from piezometric line number 1
See Output Table number 27
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
' slope stability Analysis (Spencer - Circular)
TABLE N0. 5
2222222222222222222222222222222222222222222222222222222222
2 NEW MATERIAL PROPERTY DATA - SECOND-STAGE COMPUTATIONS 2
2222222222222222222222222222222222222222222222222222222222
t
t
1
1
1
1
1
t

t

d
1
1
------------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 1 -------------------
------------------------------------------------------------------
Description: Partially Weathered Rock - saturated
unit weight of soil (material): 135.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - - - 1500.0
Friction angle - - - - - 35.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
-------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 2 --------
-----------------------------------`-------------------
Description: Random Fill - Saturated
Unit weight of soil (material): 115.0
---- 2-STAGE STRENGTHS FOR SECOND STAGE OF COMPUTATIONS
KC = 1 ENVELOPE:
intercept of envelope ("d") - - - - - - - - 500.0
Slope of envelope ('psi") - - - - - - - - - 18.00 (degrees)
Kc = Kf ENVELOPE:
Intercept of envelope ("d") - - - - - - - - 0.0
Slope of envelope ('psi") - - - - - - - - - 25.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
------------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 3 -------------------
------------------------------------------------------------------
Description: Random Fill - Moist
Unit weight of soil (material): 108.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
cohesion - - - - - - - - 0.0
Friction angle - - - - - 25.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
------------------------------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 4 -------------------
------------------------------------------------------------------
DesCription: Road Bed Fill - Moist
Unit weight of soil (material): 115.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - - - 100.0
Friction angle - - - - - 32.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
--------------------------------------------
------------------- DATA FOR MATERIAL NUMBER 5
----------------------------------------------
DeSCripti . Riprap
unit weight of soil (material): 125.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
cohesion - - - - - - 0.0
Friction angle - - - - - 45.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
4
UTEXAS4 S/N:00136 - Version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE NO. 7
1
„ 222222222222222222222222222222222222222222222222222222222222222222222
2 NEW PIEZOMETRIC LINE DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS 2
222222222222222222222222222222222222222222222222222222222222222222222
11 _______________-__---____-------------------------------
--------------- Piezometric Line Number 1 ---------------
------
--------- -----------------------------
unit weight of fluid (water): 62.4
Point X Y
1 0.00 1969.00
2 30.00 1972.00
3 39.00 1963.00
4 100.00 1963.00

UTEXAs4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - circular)
TABLE N0. 12
222222222222222222222222222222222222222222222222222222222222222
2 NEW DISTRIBUTED LOAD DATA - SECOND/THIRD-STAGE COMPUTATIONS 2
222222222222222222222222222222222222222222222222222222222222222
Normal Shear
Point X Y Pressure Stress
Distributed loads wi11 be generated from piezometric line number 1
See Output Table number 28
s
UTEX.AS4 s/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE N0tr.AAx 16
#AAIIdaAdtr+AAx+#A+AxxtrxAAA#
* NEW ANALYSIS/COMPUTATION DATA A
#AAA#xtrxxtr;+AIIxAtr4AAAxxxxtrAAAAxAA
Starting Center Coordinate for Search at -
x: 42.00
1 v: 2000.00
Required accuracy for critical center
(= minimum spacing between grid points): 0.500
critical shear surface not allowed to pass below Y: 1900.00
For the initial mode of search circles are tangent to horizontal line at -
Y: 1960.00
Radius: 40.00
Three-stage computations will be performed.

' --------------------------------------------------------------------------------
The following represent default values or values that were prevously defined:
Subtended angle for slice subdivision: 3.00(degrees)
There is no crack.
There is no water in a crack.
seismic coefficient: 0.000

1 unit weight of water (or other fluid) in crack: 62.4
Automatic search output will be in long form.
search will be continued after the initial mode to find a most critical circle.
Maximum number of trial grids for a given search mode: 50
No restrictions exist on the lateral extent of the search.
No shear surfaces other than the most critical will be saved for display later.
Neither slope face was explicitly designated for analysis.
standard sign convention used for direction of shear stress on shear surface.
Procedure of Analysis: Spencer
iteration limit: 100
Force imbalance: 1.0000OOe-005 (fraction of total weight)
Moment imbalance: 1.0000OOe-005 (fraction of moment due to total weight)
Minimum weight required for computations to be performed: 100
Initial trial factor of safety: 3.000
initial trial side force inclination: 17.189 (de rees)
Minimum (most negative) side force inclination allowed in spencer's procedure: -10.00

UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
{
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
' Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE NO. 26
xa#AAAdAII#;AA#aAAtr#AIIxAaA+#AIItrddd;AAA
A NEW, COMPUTED SLOPE GEOMETRY DATA tr
AA+a#tr#dA+dAAdAIIAAd;AAAR#trAAAxtrR#dIIAA
These slope geometry were generated from the Profile Lines.
Point x Y
1 0.00 1979.00
2 23.00 1979.00

' 3 27.00 1975.00
4 30.00 1972.00
5 42.00 1967.20
6 60.00 1960.00
7 100.00 1960.00

UTEXAS4 S/N:00136 - Version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use b
: f
D
i
b
ll
y
,
ev
ne Tar
e
& Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
sank\Anal
sis\Dill
b
i
y
s
oro_R
versank_Riprap_Drawdown_Deep.dat
' Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE 10. 27
A*##AR##4#*rt#x#rtfiRtrrtdrtx
#YAAtr#fi#ARRAdR#rtYR#YYA#A#rtA#RYA*d#Y4##rtrt4#R
° NEW DISTRIBUTED LOAD DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS A
ArtfitrRrtfi AArtrt*Rrtdd4Rrt#RtrrtrtdRY444tr##trAYrt4*RYAdRAAA#Rrt#A*#rtfi#tr#YAA#RRRRAfi
Normal Shear
Point x Y Pressure Stress
1 30.00 1972.00 0.0 0.0
2 42.00 1967.20 299.5 0.0
3 60.00 1960.00 748.8 0
0
.
4 100.00 1960.00 748.8 0.0
The above data were generated automatically from piezometric
line number 1.

UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
i
T
me and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_DaM-Removal\Engineering\River
Bank\Anal
sis\Dill
b
i
y
s
oro_R
verBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE N0. 28
222222222222222222222222222222222222222222222222222222222222222
2 NEW DISTRIBUTED LOAD DATA - SECOND/THIRD-STAGE COMPUTATIONS 2
222222222222222222222222222222222222222222222222222222222222222
Normal Shear
Point x Y Pressure Stress
I 1 52.50 1963.00 0.0 0.0
2 60.00 1960.00 187
2 0
0
.
.
3 100.00 1960.00 187.2 0.0
The above data were generated automatically from piezometric
line number 1.
search will be conducted for RIGHT face of slope
f
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Danl_Removal\Engineering\River
sank\Anal
sis\Dill
b
i
y
s
oro_R
verBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
eAeie NO> A30A
x x ##d#A#RYAA
x#rtfidRAfifitrrtrtA#RRrt*dRAA*Art
" OUTPUT FO PE 1 AUTOMATIC SEARCH WITH CIRCLES *
#*xAAR****xtrA#ARtrAfixtrrtAx#rtfiAtrRrtARRrt4RRRrtAd#4rtd4RYdtr
output for circles Tan
t t
i
gen
o a G
ven Horizontal Line ------
------ Tangent line elevation, Y: 1960.00
3-Stage
center coordinates Factor Side Force
of Inclination
X Y Radius safety (degrees) Iterations messages
27.00 1985.00 25.00 center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations Solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations
42.00 1985.00 25.00 1.870 -18.615 4
57.00 1985.00 25.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations solution did not converge in iteration limit of 100
Failed to converge during
27.00 2000.00 40.00 Center rejected as follows: UTEXAS NOTICE NUMBER 8060 stage 1 computations
Circle does not intersect the slope.
42.00 2000.00 40.00 1.857 -16.208 4
57.00 2000.00 40.00 2.058 -21.362 5
27.00 2015.00 55.00 center rejected as follows: UTEXAS NOTICE NUMBER 8060
circle does not intersect
the slope.
1 42.00 2015.00 55.00 2.044 -14.509 5
57.00 2015.00 55.00 1.432 -20.901 4
- - - - - - New 9-Point Grid (only new points calculated) -
72.00 2000.00 40.00 center rejected as follows: UTEXAS NOTICE NUMBER 8130
Circle intersects slope 2
entirely within the slope times, but there is no segment
' 72.00 2015.00 55.00 center rejected as follows: UTEXAS NOTICE NUMBER 8130
Circle intersects slope 2 times, but there is no segment
entirely within the slope
42.00 2030.00 70.00 center rejected as follows: UTEXAS NOTICE NUMBER 8060

Circle does not intersect the slope.
57.00 2030.00 70.00 1.374 -17.728 4
72.00 2030.00 70.00 2.501 -26.080 1
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
42.00 2045.00 85.00 center rejected as follows : UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
57.00 2045.00 85.00 1.414 -15.590 4
72.00 2045.00 85.00 Center rejected as follows : UTEXAS ERROR NUMBER 9280
allowed
. The side force inclination fell outside the range of values
'
The
minimum value allowed
is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
54.50 2027.50 67.50 1.356 -16.758 4
57.00 2027.50 67.50 1.373 -18.172 4
59.50 2027.50 67.50 Center rejected as follows : UTEXAS ERROR NUMBER 9280
' The side force inclination fell outside the range of values
allowed
.
The minimum value allowed is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
54.50
59.50 2030.00
2030.00 70.00 1.363
70.00 Center -16.385
rejected as follows 4
:
UTEX
AS ERROR NUMBER 9280
The side force inclination fell outside the range of values
allowed
.
The minimum value allowed is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
54.50 2032.50 72.50 Center rejected as follows : UTEXAS ERROR NUMBER 9280
the side force inclination
fell outside the range of values
allowed
.
The minimum value allowed is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
57.00 2032.50 72.50 1.377 -17.313 4
59.50 2032.50 72.50 Center rejected as follows : UTEXAS ERROR NUMBER 9280
the side force inclination fell outside the range of values
allowed
.
The minimum value allowed is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
52.00 2025.00 65.00 1.352 -15.908 4
54.50 2025.00 65.00 1.351 -17.163 4
57.00 2025.00 65.00 1.376 -18.647 4
52.00 2027.50 67.50 1.362 -15.570 4
52.00 2030.00 70.00 1.374 -15.253 4
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
52.00 2022.50 62.50 1.343 -16.273 4
54.50 2022.50 62.50 1.347 -17.597 4
57.00 2022.50 62.50 1.381 -19.157 4
New 9-Point Grid (only new points calculated) -
49.50 2020.00 60.00 1.348 -15.429 4
52.00 2020.00 60.00 1.336 -16.663 4
54.50 2020.00 60.00 1.347 -18.062 4
49.50 2022.50 62.50 1.359 -15.104 4
49.50 2025.00 65.00 1.372 -14.800 4
New 9-Point Grid (only new points calculated) -
49.50 2017.50 57.50 1.337 -15.777 4
52.00 2017.50 57.50 1.330 -17.079 4
54.50 2017.50 57.50 1.349 -18.559 4
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
49.50 2015.00 55.00 1.329 -16.153 4
52.00 2015.00 55.00 1.327 -17.526 4
54.50 2015.00 55.00 1.355 -19.087 4
' New 9-Point Grid (only new points calculated) -
49.50 2012.50 52.50 1.322 -16.557 4
52.00 2012.50 52.50 1.327 -18.008 4
54.50 2012.50 52.50 1.367 -19.653 4
49.50 2015.00 55.00 1.329 -16.153 4
54.50 2015.00 55.00 1.355 -19.087 4
49.50 2017.50 57.50 1.337 -15.777 4
52.00 2017.50 57.50 1.330 -17.079 4
54.50 2017.50 57.50 1.349 -18.559 4
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
47.00 2010.00 50.00 1.330 -15.646 4
49.50 2010.00 50.00 1.318 -16.993 4
52.00 2010.00 50.00 1.332 -18.526 4
47.00 2012.50 52.50 1.339 -15.286 4
1 47.00 2015.00 55.00 1.350 -14.955 4
New 9-Point Grid (only new points calculated) -
47.00 2007.50 47.50 1.323 -16.035 4
49.50 2007.50 47.50 1.317 -17.463 4
52.00 2007.50 47.50 1.341 -19.080 4
- - - - - - New 9-Point Grid (only new points calculated) - - - - - -
47.00 2005.00 45.00 1.318 -16.456 4
49.50 2005.00 45.00 1.320 -17.972 4
52.00 2005.00 45.00 1.357 -19.673 4
- - - - New 9-Point Grid (only new points calculated) - - - - - -
48.00 2006.00 46.00 1.316 -16.854 4
49.50 2006.00 46.00 1.318 -17.764 4
51.00 2006.00 46.00 1.332 -18.746 4
48.00 2007.50 47.50 1.317 -16.586 4
51.00 2007.50 47.50 1.327 -18.414 4
48.00 2009.00 49.00 1.320 -16.330 4
49.50 2009.00 49.00 1.317 -17.177 4
51.00 2009.00 49.00 1.323 -18.096 4
- - - - New 9-Point Grid (only new points calculated) - - - - - -
46.50 2004.50 44.50 1.320 -16.261 4
' 48.00 2004.50 44.50 1.316 -17.136 4
49.50 2004.50 44.50 1.321 -18.079 4
46.50 2006.00 46.00 1.323 -16.012 4
46.50 2007.50 47.50 1.327 -15.774 4
- - - New 9-Paint Grid (only new points calculated) - - - - - -
46.50 2003.00 43.00 1.319 -16.522 4

1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
48.00 2003.00 43.00 1.317 -17.431 4
49.50 2003.00 43.00 1.326 -18.409 4
- - - New 9-Point Grid (only new points calculated) - - - - - -
47.50 2004.00 44.00 1.316 -16.930 4
48.00 2004.00 44.00 1.316 -17.233 4
48.50 2004.00 44.00 1.317 -17.546 4
47.50 2004.50 44.50 1.316 -16.836 4
48.50 2004.50 44.50 1.316 -17.446 4
47.50 2005.00 45.00 1.316 -16.744 4
48.00 2005.00 45.00 1.316 -17.041 4
48.50 2005.00 45.00 1.316 -17.347 4
- - - - New 9-Point Grid (only new points calculated) - - - - - -
47.50 2005.50 45.50 1.317 -16.653 4
48.00 2005.50 45.50 1.316 -16.947 4
48.50 2005.50 45.50 1.316 -17.249 4
- - - - New 9-Point Grid (only new points calculated) - - - - - -
49.00 2005.00 45.00 1.317 -17.655 4
49.00 2005.50 45.50 1.317 -17.555 4
48.50 2006.00 46.00 1.315 -17.153 4
49.00 2006.00 46.00 1.316 -17.456 4
New 9-Point Grid (only new points calculated) - - - - - -
48.00 2006.50 46.50 1.316 -16.763 4
48.50 2006.50 46.50 1.316 -17.058 4
49.00 2006.50 46.50 1.316 -17.358 4
----- Critical Circle After the current mode of search -----
x: 48.50 y: 2006.00 Radius: 46.000
Factor of safety: 1.315 Side force inclination: -17.153
R
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
rime and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
TABLE N0. 31
xxxrrrr rrrrn xarrx n xxxnrr
xrrnnnrrxn rr nx xxrrnx x nnrrnaxxxxnrrnxn
:,?UTPUTn FORxI Err1.AUTOMATICrr SEARCHxWITHrrCIRCLES
x*rr
------- Output for Circles with a Given, Constant Radius ------
------- Radius: 46.00
3-Stage
Center Coordinates Factor side Force
of Inclination
x v Radius safety (degrees) iterations
33.50 1991.00 46.00 Center rejected as follows:
48.50 1991.00 46.00 Center rejected as follows:
iterations
63.50 1991.00 46.00 Center rejected as follows
iterations
33.50 2006.00 46.00 Center rejected as follows:
Messages
UTEXAS NOTICE NUMBER 8060
circle does not intersect the slope.
UTEXAS ERROR NUMBER 9270
solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations
UTEXAS ERROR NUMBER 9270
Solution did not Converge in iteration limit of 100
Failed to converge during stage 1 computations
UTEXAS NOTICE NUMBER 8060
circle does not intersect the slope.
63.50 2006.00 46.00 2.406 -18.440 1
33.50 2021.00 46.00 4.542 -8.697 1
48.50 2021.00 46.00 Center rejected as follows:
63.50 2021.00 46.00 Center rejected as follows
UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
- - - - - - New 9-Point Grid (only new points calculated) -
46.00 2003.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
Solution did not converge in iteration limit of 100
iterations
Failed to converge during stage 1 computations
48.50 2003.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
solution did not converge in iteration limit of 100
iterations
Failed to converge during stage 1 computations
51.00 2003.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
solution did not converge in iteration limit of 100
iterations
Failed to converge during stage 1 computations
46.00 2006.00 46.00 1.327 -15.745 4
51.00 2006.00 46.00 1.332 -18.746 4
46.00 2008.50 46.00 1.420 -16.817 4
48.50 2008.50 46.00 1.434 -18.730 4
51.00 2008.50 46.00 1.490 -20.871 4
- - - - New 9-Point Grid (only new points calculated) -
47.00 2004.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
solution did not converge in iteration limit of 100
iterations
Failed to converge during stage 1 computations
48.50 2004.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations
solution did
not converge
in iteration limit of
100
Failed to converge during stage 1 computations
50.00 2004.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
solution did not converge in iteration limit of 100

iterations
Failed to converge during stage 1 computations
47.00 2006.00 46.00 1.320 -16.283 4
50.00 2006.00 46.00 1.321 -18.081 4
47.00 2007.50 46.00 Center rejected as follows: UTExAS ERROR NUMBER 9270
iterations
solution did not converge
in iteration limit of 100
Failed to converge during stage 1 computations
48.50 2007.50 46.00 center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations
solution did not converge
in iteration limit of 100
Failed to converge during stage 1 computations
50.00 2007.50 46.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations
New 9-Point Grid (only new points calculated) -
48.00 2005.50 46.00 2.861 -16.765 4
48.50 2005.50 46.00 2.851 -16.809 4
49.00 2005.50 46.00 2.864 -16.889 4
48.00 2006.00 46.00 1.316 -16.854 4
49.00 2006.00 46.00 1.316 -17.456 4
' 48.00 2006.50 46.00 1.326 -17.190 4
48.50 2006.50 46.00 1.327 -17.509 4
49.00 2006.50 46.00 1.329 -17.832 4
----- Critical Circle After the current mode of Search -----
x: 48.50 v: 2006.00 Radius: 46.000
Factor of safety: 1.315 side force inclination: -17
153
.
UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_R
Bank\Anal
sis\Dill
b
i emoval\Engineering\River
y
s
oro_R
verBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE N0. 33
trtr4 Y #Y4R4#tr4Y##Yd##YtrR
4dYY##4Y4#YY4*###44
" 3-STAGE FINAL CRITICAL CIRCLE INFORMATION °
44 Ytr44##Y44YYY*##*#d##Ytr
444Yd44Y4R4#di
x coordinate of center
' Y coordinate of Center 2006.00
. . . . . . . . . . . .
Radius . 46.00
Factor of Safety . . . . . . . . . . . . 1.315
Side Force inclination (degrees) . . -17.15
Number of Circles Tried . . . . . . . 129
Number of Circles F calculated for 101
Time Required for search (seconds) . . . . . . . 1.2
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sboro_Dam_Removal\Engineering\River
Bank\Anal
sis\Dillsb
Ri
k
y
oro_
verean
_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
TABLE NO. 43
111111111111111111111111111111111111111111111111111111111111
1 coordinate, weight, Strength and Pore water Pressure 1
1 Information for Individual slices for conventional 1
1 Computations or First stage of multi-stage computations. 1
1 (Information is for the critical shear surface in the 1
1 case of an automatic search.) 1
111111111111111111111111111111111111111111111111111111111111
Slice Slice Matl. Friction Pore
No. x y weight No. cohesion Angle
11.26 1979.00 Pressure
1 11.99 1978.04 161 4 100.0 32
00 0
0
.
12.72 1977.09 .
2 13.50 1976.17 508 4 100.0 32
00 0
0
.
14.28 1975.26 .
3 14.40 1975.13 103 4 100.0 32.00
14.51 1975.00 0.0
4 15.35 1974.13 924 3 0.0 25
00 0
0
.
16.18 1973.26 .
5 17.06 1972.44 1294 3 0.0 25
00 0
0
.
17.94 1971.62 .
6 18.37 1971.25 737 3 0.0 25.00 0
0
18.79 1970.88 .
7 19.73 1970.13 1864 2 0
0 25
00 52
9
' .
.
20.67 1969.37 .
8 21.65 1968.67 2270 2 0
0 25
00 155
7
.
.
22.63 1967.97 .
9 22.81 1967.84 470 2 0
0 25
00 214
7
.
.
23.00 1967.71 .
10 24.02 1967.07 2506 2 0.0 25.00
25.04 1966.43 270.1
' 11 26.02 1965.88 2231 2 0.0 25
00 356
8
.
27.00 1965.33 .
12 28.08 1964.80 2232 2 0.0 25
00 437
4
.
29.16 1964.26 .
13 29.58 1964.07 806 2 0.0 25.00 491
9
30.00 1963.88 .
14 31.11 1963.43 2098 2 0
0 25
00 534
8
' .
.
32.23 1962.97 .
15 33.37 1962.58 2158 2 0
0 25
00 588
0
.
.
34.50 1962.18 .
16 35.66 1961.84 2177 2 0.0 25
00 7
633
.
36.82 1961.51 .

' 17 37
91 1961
25 200
.
.
9 2 0.0 25.00
39.00 1960.99 670.8
18 40.18 1960.77 2093 2 0.0 25.00 700
5
41.37 1960.56 .
19 41.41 1960.55 77 2 0.0 25.00 714
5
41.46 1960.54 .
20 41.73 1960.50 461 5 0.0 45.00 717
5
42.00 1960.46 .
21 43.20 1960.32 1913 5 0.0 45.00 728
7
44.39 1960.18 .
22 45.59 1960.11 1699 5 0.0 45.00 742
1
46.80 1960.03 .
23 47.65 1960.02 1049 5 0.0 45.00 747
8
' 48.50 1960.00 .
24 49.70 1960.03 1230 5 0.0 45.00 746
8
50.91 1960.06 .
25 51.70 1960.12 637 5 0.0 45.00 741
4
52.50 1960.17 .
26 53.70 1960.31 661 5 0.0 45.00 729.4
54.89 1960.45
27 56.08 1960.64 274 5 0.0 45.00 708
6
57.27 1960.84 .
28 57.48 1960.88 6 5 0.0 45.00 693
6
57.68 1960.93 .
t
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
' Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River sank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
' TABLE No. 44
1111111111111111111111111111111111111111111111111111111111
1 Seismic Forces and Forces Due to Distributed Loads for 1
1 Individual Slices for Conventional Computations or the 1
1 First stage of multi-stage Computations. 1
1 (Information is for the critical shear surface in the 1
1 case of an automatic search.) 1
1111111111111111111111111111111111111111111111111111111111
FORCES DUE TO DISTRIBUTED LOADS
Y for
Slices seismic seismic Normal shear
No, x Force Force Force Force x Y
' 1 11.99 0 1978.52 0 0 11.99 1978.04
2 13.50 0 1977.59 0 0 13.50 1976.17
3 14.40 0 1977.06 0 0 14.40 1975.13
4 15.35 0 1976.59 0 0 15.35 1974.13
5 17.06 0 1975.77 0 0 17.06 1972.44
6 18.37 0 1975.18 0 0 18.37 1971.25
7 19.73 0 1974.61 0 0 19.73 1970.13
8 21.65 0 1973.85 0 0 21.65 1968
67
9 22.81 0 1973.43 0 0 22.81 .
1967.84
10 24.02 0 1972.51 0 0 24.02 1967.07
11 26.02 0 1970.88 0 0 26.02 1965.88
12 28.08 0 1969.31 0 0 28.08 1964.80
13 29.58 0 1968.23 0 0 29.58 1964
07
' 14 31.11 0 1967.52 67 0 31.49 .
1971.41
15 33.37 0 1966.68 206 0 33.49 1970.60
16 35.66 0 1965.87 352 0 35.74 1969.70
17 37.91 0 1965.12 464 0 37.96 1968.82
18 40.18 0 1964.39 648 0 40.23 1967.91
19 41.41 0 1963.99 27 0 41.41 1967.43
20 41.73 0 1963.91 171 0 41.73 1967
31
' 21 43.20 0 1963.52 849 0 43.23 .
1966
71
22 45.59 0 1962.94 1008 0 45.62 .
1965
75
23 47.65 0 1962.48 809 0 47.66 .
1964.94
24 49.70 0 1962.08 1275 0 49.73 1964
11
25 51.70 0 1961.72 929 0 51.71 .
1963
31
26 53.70 0 1961.42 1524 0
27 56.08 0 1961.11 1665 0 53.72
56.10 .
1962.51
1961
56
28 57.48 0 1960.95 307 0
l 57.48 .
1961.01
UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat \Engineering\River
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - circular)
TABLE NO. 47
11111111111111111111111111111111111111111111111111111111111111
1
Information for the iterative solution for the Factor of 1
1 Safety and side Force Inclination by Spencer's Procedure 1
1 of multi-Stage computations 1
1 Sta1gge11111111111111111111111
111111
11111111111111111111111111111111
Allowable force imbalance for convergence: 3.4649e-001
Allowable moment imbalance for convergence: 11
Trial Trial
Factor side Force Force moment Delta
Iter- of Inclination imbalance imbalance Delta-F Theta
ation safety (degrees) (lbs.) (ft.-lbs.) (degrees)
1 3.00000 -17.1887 -3.957e+003 7.445e+006
First-order corrections to F and Theta ............ -2.3990 0
5465
Reduced values - Deltas were too large -0.5000 .
0.1139
2 2.50000 -17.0748 -2.960e+003 5.567e+006
First-order corrections to F and Theta ............ -1
2468 0
6996
.
Reduced values - Deltas were too large ............ -0.5000 .
0.2805

3 2.00000 -16.7943 -1.458e+003 2.736e+006
First-order corrections to F and Theta ............ -0.4175 1.2253
second-order corrections to F and Theta ........... -0.4480 4.5946
Reduced values - Deltas were too large ............ -0.2793 2.8648
4 1.72065 -13.9295 -6.059e+002 1.150e+006
First-order corrections to F and Theta ............ -0.1565 1.3404
Second-order corrections to F and Theta ........... -0.1903 3.1713
Reduced values - Deltas were too large ............ -0.1719 2.8648
5 1.54873 -11.0647 -5.972e+001 1.143e+005
First-order corrections to F and Theta ............ -0.0181 0.3441
second-order corrections to F and Theta ........... -0.0188 0.3837
6 1.52991 -10.6810 9.762e-003 -1.874e+001
First-order corrections to F and Theta ............ 0.0000 -0.0001
Second-order corrections to F and Theta ........... 0.0000 -0.0001
7 1.52992 -10.6810 1.933e-012 -9.313e-010
First-order corrections to F and Theta ............ 0.0000 -0.0000
uTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Rank\AnalysiS\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River sank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - circular)
TABLE NO. 48
22222222222222222222222222222222222222222222222222222222222
2 Detailed information from Evaluation of Shear Strengths 2
2 for stage 2 - Information is only Given for slices with 2
2 Two-Stage shear Strengths (Strength options 6 and 7). 2
2 (information is for the critical shear surface in the 2
2 case of an automatic search.) 2
22222222222222222222222222222222222222222222222222222222222
Effective
Normal Shear
Slice stress at stress at strength Strength Kc Kf
No. Consol. Consol. (KC = 1) (KC = Kf)
7 696.1 212.2 726.2 324.6 1.835 2.464
8 758.7 231.2 746.5 353.8 1.835 2.464
9 796.6 242.8 758.8 371.4 1.835 2.464
10 739.9 225.5 740.4 345.0 1.835 2.464
11 609.4 185.7 698.0 284.2 1.835 2.464
12 468.4 142.8 652.2 218.4 1.835 2.464
13 362.9 110.6 617.9 169.2 1.835 2.464
14 345.3 105.2 612.2 161.0 1.835 2.464
15 370.3 112.9 620.3 172.7 1.835 2.464
16 391.3 119.3 627.1 182.5 1.835 2.464
17 407.3 124.1 632.3 189.9 1.835 2.464
18 418.3 127.5 635.9 195.1 1.835 2.464
19 422.9 128.9 637.4 197.2 1.835 2.464
r
uTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River sank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
TABLE NO. 49
222222222222222222222222222222222222222222222222222222222
2 Coordinate, weight, strength and Pore water Pressure 2
2 Information for Individual slices for Second 2
2 Stage of Multi-Stage Computations. 2
2 (information is for the critical shear surface in the 2
2 case of an automatic search.) 2
222222222222222222222222222222222222222222222222222222222
Slice Slice Matl. Friction Pore
No. x y weight No. cohesion Angle Pressure
11.26 1979.00
1 11.99 1978.04 161 4 100.0 32.00 0.0
12.72 1977.09
2 13.50 1976.17 508 4 100.0 32.00 0.0
14.28 1975.26
3 14.40 1975.13 103 4 100.0 32.00 0.0
14.51 1975.00
4 15.35 1974.13 924 3 0.0 25.00 0.0
16.18 1973.26
5 17.06 1972.44 1294 3 0.0 25.00 0.0
17.94 1971.62
6 18.37 1971.25 737 3 0.0 25.00 0.0
18.79 1970.88
7 19.73 1970.13 1864 2 497.2 0.00 0.0
20.67 1969.37
8 21.65 1968.67 2270 2 522.6 0.00 0.0
22.63 1967.97
9 22.81 1967.84 470 2 538.0 0.00 0.0
23.00 1967.71
10 24.02 1967.07 2506 2 515.0 0.00 0.0
25.04 1966.43
11 26.02 1965.88 2231 2 462.0 0.00 0.0
27.00 1965.33
12 28.08 1964.80 2232 2 404.9 0.00 0.0
29.16 1964.26
13 29.58 1964.07 806 2 362.1 0.00 0.0
30.00 1963.88
14 31.11 1963.43 2098 2 354.9 0.00 0.0
32.23 1962.97
15 33.37 1962.58 2158 2 365.1 0.00 0.0
1
e 34.50 1962 18
.
16 35.66 1961
.84 2177 2 373
6 0
00 0
0
.
.
36.82 1961.51 .
17 37.91 1961.25 2009 2 380.1 0.00 0
0
39.00 1960.99 .
18 40.18 1960.77 2093 2 384.6 0
00 0
0
.
41.37 1960.56 .
19 41.41 1960.55 77 2 386.4 0.00 0
0
41.46 1960.54 .
20 41.73 1960.50 461 5 0.0 45
00 155
9
.
42.00 1960.46 .
21 43.20 1960.32 1913 5 0.0 45
00 167
1
.
44.39 1960.18 .
22 45.59 1960.11 1699 5 0.0 45
00 180
5
.
46.80 1960.03 .
23 47.65 1960.02 1049 5 0.0 45.00 186
2
48.50 1960.00
24 49.70 1960.03 1230 5 0.0 45.00 .
185
2
50.91 1960.06 .
25 51.70 1960.12 637 5 0.0 45
00 179
8
.
52.50 1960.17 .
26 53.70 1960.31 661 5 0.0 45
00 167
8
.
54.89 1960.45 .
27 56.08 1960.64 274 5 0
0 45
00 147
0
.
.
57.27 1960.84 .
28 57.48 1960.88 6 5 0.0 45.00 132
0

57.68 1960.93
r .
UTEXAS4 s/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal
Bank\Analysis\Dillsboro
Ri
s
k
i \Engineering\River
_
ver
an
_R
prap_Drawdown_Deep.dat
' Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope Stability Analysis (Spencer - Circular)
TABLE NO. 50
222222222222222222222222222222222222222222222222222222222222222222222
2 seismic Forces and Forces Due to Distributed Loads for Individual 2
' 2 slices for the Second Stage of multi-Stage computations
2
.
2 (Information is for the critical shear surface in the 2
2 case of an automatic search.)
222222222222222222222222222222222222222222222222222222222222222222222
FORCES DUE TO DISTRIBUTED
Y for
Slices seismic Seismic Normal Shear LOADS
No. x Force Force Force Force x y
1 11.99 0 1978.52 0 0 11.99
2 1978.04
13.50 0 1977.59 0 0 13.50
3 14
40 1976.17
.
0 1977.06 0 0 1440
.
4 15.35 0 1976
59 0 1975.13
.
0 15
.35
5 17.06 0 1975.77 0 0 17.06 1974.13
1972
44
6 18.37 0 1975.18 0 0 18.37 .
1971
25
7 19.73 0 1974.61 0 0 19.73
8 .
1970.13
21.65 0 1973.85 0 0 21.65
9 22
81 1968.67
.
0 1973.43 0 0 22.81
10 24
02 0 1967.84
.
1972.51 0 0 24.02
11 26.02 0 1970
88 0 1967.07
' .
0 26.02
12 28.08 0 1969.31 0 0 28.08 1965.88
1964
80
13 29.58 0 1968.23 0 0 29.58
14 31
11 0 .
1964.07
.
1967.52 0 0 31.11
15 33.37 0 1966
68 0 0 3 1963.43
.
3.37
16 35.66 0 1965.87 0 0 35
66 1962.58
1961
84
.
17 37.91 0 1965.12 0 0 37.91
18 40
18 .
1961.25
' .
0 1964.39 0 0 40.18
19 41.41 0 1963
99 0 1960.77
.
0 41.41
20 41.73 0 1963.91 0 0 41
73 1960.55
1960
50
.
21 43.20 0 1963.52 0 0 43
20 .
1960
32
.
22 45.59 0 1962.94 0 0 45.59
23 47
65 .
1960.11
.
0 1962.48 0 0 47.65
24 49
70 0 1960.02
.
1962.08 0 0 49.70
25 51.70 0 1961
72 0 1960.03
' .
0 51.70
26 53.70 0 1961.42 77 0 54
10 1960.12
1962
36
.
27 56.08 0 1961.11 229 0 56.21
28 .
1961.52
57.48 0 1960.95 56 0 57.48 1961.01
UTExAS4 s/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Nam
f i
d
e o
nput
ata file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\
Bank\Anal
sis\oill
b
i Engineering\River
y
s
orO_R
versank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - circular)
TABLE NO. 51
22222222222222222222222222222222222222222222222222222222222222
2 Information for the iterative Solution for the Factor of 2
2 safety and side Force Inclination by Spencer's Procedure 2
2 Second Stage of Multi-stage Computations 2
22222222222222222222222222222222

' 222222222222222222222222222222
Allowable force imbalance for convergence: 3.4649e-001
Allowable moment imbalance for convergence: 11
Trial Trial
Factor side Force Force Moment Delta
Iter- of inclination Imbalance Imbalance Delta-F Theta
ation Safety (degrees) (lbs.) (ft.-lbs.) (degrees)
' 1 3.00000 -17.1887 -6.051e+003 1.142e+007
First-order corrections to F and Theta -2
6697
0
.
-
.0331
Reduced values - Deltas were too large -0.5000 -0.0062
2 2.50000 -17.1949 -4.684e+003 8.838e+006
First-order corrections to F and Theta ............ -1.4192 -0.0434

1

1

Reduced values - Deltas were too large ............ -0.5000 -0.0153
3 2.00000 -17.2102 -2.602e+003 4.911e+006
First-order corrections to F and Theta ............ -0.4944 -0
0759
second-order corrections to F and Theta ........... -0.4041 .
-0.3049
4 1.59588 -17.5151 1.266e+002 -2.371e+005
First-order corrections to F and Theta ............ 0.0329 -1
4049
Second-order corrections to F and Theta ........... 0.0232 .
-0.6230
5 1.61904 -18.1381 -3.469e-002 6.531e+001
First-order corrections to F and Theta ............ -0.0000 -0
0001
Second-order corrections to F and Theta ........... -0.0000 .
-0.0001
6 1.61904 -18.1382 7.674e-013 2.328e-010
First-order corrections to F and Theta ............ 0.0000 -0.0000
uTExAS4 s/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/200 3
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_ Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
TABLE N0. 52
33333333333333333333333333333333333333333333333333333333333
3 Detailed Information from Evaluation of shear strengths 3
3 for stage 3 - Information is only Given for slices with 3
3 Two-stage shear strengths (strength options 8 and 9). 3
3 (Information is for the critical shear surface in the 3
3 case of an automatic search.)
33333333333333333333333333333333333333333333333333333333333
Effective
Normal stress undrained Drained
slice at End of Shear shear Strength
No. Second Stage Strength strength used
7 617.7 497.2 288.0 Drained
8 681.7 522.6 317.9 Drained
9 721.4 538.0 336.4 Drained
10 669.6 515.0 312.2 Drained
11 548.0 462.0 255.5 Drained
12 416.3 404.9 194.1 Drained
13 317.4 362.1 148.0 Drained
14 349.1 354.9 162.8 Drained
15 469.6 365.1 219.0 Drained
16 586.8 373.6 273.6 Drained
17 696.2 380.1 324.6 Drained
18 726.7 384.6 338.9 Drained
19 704.6 386.4 328.5 Drained
f
uTExA54 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
eank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope stability Analysis (Spencer - Circular)
TABLE NO. 53
333333333333333333333333333333333333333333333333333333333
3 coordinate, weight, strength and Pore water Pressure 3
3 Information for Individual Slices for Third 3
3 Stage of multi-stage computations. 3
3 (Information is for the critical shear surface in the 3
3 case of an automatic search.) 3
333333333333333333333333333333333333333333333333333333333
slice slice Matl. Friction Pore
No,
x
v
weight No. Cohesion Angle Pressure
11
26 1979
..
00
1 11.99 1978.04 161 4 100.0 32
00 0
0
.
12.72 1977.09 .
2 13.50 1976.17 508 4 100.0 32.00 0
0
14.28 1975.26 .
3 14.40 1975.13 103 4 100.0 32.00 0
0
14.51 1975.00 .
4 15.35 1974.13 924 3 0.0 25.00 0
0
16.18 1973.26 .
5 17.06 1972.44 1294 3 0.0 25.00 0
0
17.94 1971.62 .
6 18.37 1971.25 737 3 0.0 25
00 0
0
.
18.79 1970.88 .
7 19.73 1970.13 1864 2 0.0 25
00 52
9
.
20.67 1969.37 .
8 21.65 1968.67 2270 2 0.0 25
00 155
7
.
22.63 1967.97 .
9 22.81 1967.84 470 2 0.0 25
00 214
7
.
23.00 1967.71 .
10 24.02 1967.07 2506 2 0.0 25
00 270
1
.
25.04 1966.43 .
11 26.02 1965.88 2231 2 0.0 25
00 356
8
.
27.00 1965.33 .
12 28.08 1964.80 2232 2 0.0 25
00 437
4
.
29.16 1964.26 .
13 29.58 1964.07 806 2 0.0 25
00 491
9
.
30.00 1963.88 .
14 31.11 1963.43 2098 2 0.0 25.00 465
3
32.23 1962.97
15 33.37 1962.58 2158 2 0.0 25
00 .
377
9
.
34.50 1962.18 .
16 35.66 1961.84 2177 2 0.0 25.00 280
5
36.82 1961.51 .
17 37.91 1961.25 2009 2 0.0 25.00 177.3
1
L

I I

1
FA
l
39.00 1960.99
18 40.18 1960.77 2093 2 0.0 25.00 138.9
41.37 1960.56
19 41.41 1960.55 77 2 0.0 25.00 152.9
41.46 1960.54
20 41.73 1960.50 461 5 0.0 45.00 155.9
42.00 1960.46
21 43.20 1960.32 1913 5 0.0 45.00 167.1
44.39 1960.18
22 45.59 1960.11 1699 5 0.0 45.00 180.5
46.80 1960.03
23 47.65 1960.02 1049 5 0.0 45.00 186.2
48.50 1960.00
24 49.70 1960.03 1230 5 0.0 45.00 185.2
50.91 1960.06
25 51.70 1960.12 637 5 0.0 45.00 179.8
52.50 1960.17
26 53.70 1960.31 661 5 0.0 45.00 167.8
54.89 1960.45
27 56.08 1960.64 274 5 0.0 45.00 147.0
57.27 1960.84
28 57.48 1960.88 6 5 0.0 45.00 132.0
57.68 1960.93
r
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope Stability Analysis (spencer - Circular)
TABLE No. 54
33333333333333333333333333333333333333333333333333333333333333
3 Information for the iterative Solution for the Factor of 3
3 Safety and side Force Inclination by Spencer's Procedure 3
3 Third Stage of Multi-stagge Computations 3
33333333333333333333333333333333333333333333333333333333333333
Allowable force imbalance for convergence: 3.4649e-001
Allowable moment imbalance for convergence: 11
Trial Trial
Factor Side Force Force Moment Delta
iter- of Inclination Imbalance Imbalance Delta-F Theta
ation safety (degrees) (lbs.) (ft.-lbs.) (degrees)
1 1.61904 -18.1382 -2.437e+003 4.574e+006
First-order corrections to F and Theta ............ .0.3637 0.0963
Second-order corrections to F and Theta ........... -0.3064 0.4007
2 1.31268 -17.7375 1.084e+002 -2.056e+005
First-order corrections to F and Theta ............ -0.0023 0.9642
second-order corrections to F and Theta ........... 0.0029 0.5770
3 1.31555 -17.1605 -3.948e-002 5.454e+001
First-order corrections to F and Theta ............ -0.0001 0.0076
second-order corrections to F and Theta ........... -0.0001 0.0076
4 1.31545 -17.1529 -1.460e-008 2.000e-005
First-order corrections to F and Theta ............ -0.0000 0.0000
f
UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank With Riprap - Rapid Drawdown
Slope Stability Analysis (Spencer - Circular)
TABLE N0. 55
b4#ARA4bA#4R#4R#4Rtr4b4tr##A#bb#dA#b4##d4AA4R4AR4d4#4RR#A
A Check of Computations by Spencer's Procedure (Results are for the
• critical shear surface in the case of an automatic search.)
Summation of Horizontal Forces: 4.06075e-012
summation of vertical Forces: Z.30216e-012
summation of moments: 1.25146e-009
Mohr Coulomb Shear Force/Shear strength Check Summation: 2.01794e-012
** CAUTION * *** Forces Between Slices are NEGATIVE at Points
Along the UPPER one-half of the shear Surface -
A Tension crack may Be Needed
* CAUTION ***** Some of the Forces Between Slices Act at Points
Above the surface of the slope or Below the Shear Surface -
Either a Tension crack may be Needed or the SOLUTION MAY NOT
BE A VALID SOLUTION
r
UTEXA54 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_Drawdown_Deep.dat
Dillsboro Dam - River Bank with Riprap - Rapid Drawdown
slope Stability Analysis (spencer - Circular)
TA LE *o? 58
#A*4ddYdtrtr*b#AAA4##4trtrtrtrd*#AdY44trtrA##Adddd*b4#*##Y#d#A#dd#dddd#d
R Final Results for stresses Along the shear surface
* (Results are for the critical shear surface in the case of a search.)
b#4#RRR#Ytr#A##RAR4##4tr#d#4A4RY4#Y4YAAR*4dtr*trtr#trYb#AA##Rd#YtrtrtrtrtrA##*#bA##*

SPENCER'S PROCEDURE USED TO COMPUTE THE FACTOR OF SAFETY
Factor of Safety: 1 .315 Side Force Inclination: -17. 15
-------- VAL UES AT CENTER OF BASE OF SLICE ------ --
Total Effective
' Slice Normal Normal Shear
No. x-Center Y-Center Stress Stress Stress
1 11.99 1978.04 18.2 18.2 84.7
2 13.50 1976.17 146.4 146.4 145.6
3 1440
. 1975.13 223.9 223.9 182.4
4 15
.35 1974.13 350.4 350.4 124.2
5 17.06 1972.44 487.1 487.1 172.7
6 18.37 1971.25 590.3 590.3 209.3
7 19.73 1970.13 704.2 651.3 230.9
8 21.65 1968.67 865.6 709.9 251.7
9 22.81 1967.84 961.2 746.5 264.6
10 24.02 1967.07 963.4 693.3 245.8
1 11 26.02 1965.88 926.4 569.5 201.9
12 28.08 1964.80 872.0 434.7 154.1
13 29.58 1964.07 824.9 333.0 118.0
14 31.11 1963.43 824.5 359.2 127.3
15 33.37 1962.58 850.7 472.8 167.6
16
17 35.66
37.91 1961.84
1961.25 867.3 586.8
873.8 696.5 208.0
246.9
18 40.18 1960.77 866.6 727.7 258.0
19 41.41 1960.55 857.2 704.3 249.7
20 41.73 1960.50 899.9 744.0 565.6
21 43.20 1960.32 871.8 704.7 535.7
22 45.59 1960.11 808.1 627.6 477.1
23
24 47.65
49.70 1960.02
1960.03 731.8 545.6
628.9 443.7 414.7
337.3
' 25 51.70 1960.12 504.2 324.4 246.6
26 53.70 1960.31 397.7 229.9 174.8
27 56.08 1960.64 277.2 130.2 99.0
28 57.48 1960.88 188.5 56.5 43.0

1 i
UTEXA54 S/N:00136
Licensed for use by
Time and date of ru
Name of input data
Bank\Analysis\Dills
- version: 4.0.1.5 - Latest Revision:
: f, Devine Tarbell & Associates
n: wed Jun 10 09:20:30 2009
file: P:\Duke_Energy\024.0029_Dillsbo
boro_RiverBank_Riprap_Drawdown_Deep.d
2/15/2003

ro_Dam_Removal\Engineering\River
at
Dillsbo ro Dam - Riv er Bank with Riprap - Rapid Drawdown
slope Stability Ana
TABLE NNOp 12.
ddrt### lysis (Spencer - Circular)

*##*RxxAAd*rtrt###xRdA*AddrttrAtrAARxxAddtr

AtrtrdR#dAA*d

rtrt###R
rt Final
x (Resu
tr#trx#xd Results for
lts are for
dddxrtrt#x##Ad Side Forces
the critical
dtrAAdArtrt*RAAR and Stresses Between slices
shear surface in the case of a sear
AddArtd####AR*dAA*dd***R*A4drt###*trxR
ch.)
AAdrtrt#
_ --- --- VALUES AT RIGHT SIDE OF SLICE --- ----------- -
1 Y-Coord. of Fraction Sigma Sigma
Slice side side Force of at at
No. x-Right Force Location Height Top Bottom
1
2 12.72
14.28 -93
-50 1977.82 0.382
1978.53 0.874 -13.6
-41.8 -79.7
16.0
' 3 14.51 -35 1979.97 Above -45.4 28.8
4 16.18 385 1973.37 0.018 -121.1 249.4
5 17.94 907 1972.45 0.113 -155.4 390.1
6 18.79 1176 1971.94 0.131 -168.2 445.0
7 20.67 1833 1970.81 0.150 -200.3 564.1
8
9 22.63
23.00 2592
2741 1969.67 0.155
1969.46 0.155 -240.8
-248.9 689.7
713.1
10 25.04 3509 1968.38 0.185 -284.2 921.2
11
12 27.00
29.16 4161
4789 1967.43 0.217
1966.46 0.256 -287.8
-247.1 1110.3
1313.9
13 30.00 5013 1966.10 0.273 -213.3 1393.7
14 32.23 5501 1965.21 0.274 -228.6 1521.0
15
16 34.50
36.82 5808
5915 1964.38 0.275
1963.63 0.273 -243.5
-262.5 1627.9
1718.2
' 17
18 39.00
41.37 5823
5579 1962.99 0.270
1962.34 0.258 -287.6
-347.5 1789.8
1893.5
19 41.46 5568 1962.31 0.258 -351.0 1898.8
20 42.00 5323 1962.23 0.262 -323.5 1833.2
21 44.39 4235 1961.88 0.280 -212.6 1548.4
22
23 46.80
48.50 3164
2448 1961.62 0.302
1961.48 0.322 -109.3
-35.3 1261.0
1052.5
' 24 50.91 1557 1961.35 0.361 69.2 763.5
25 52.50 1088 1961.29 0.394 134.9 600.6
26 54.89 507 1961.19 0.464 237.1 369.5
27 57.27 57 1960.99 0.602 349.9 84.7
28 57.68 0 1960.93 0.000 0.0 0.0
' Read en
End of d-of-file on input while looking for another command word.
input data assumed - normal termination.

1

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TABLE NO. 1
COMPUTER PROGRAM DESIGNATION: UTEXAS4
originally coded By Stephen G. Wright
version No. 4.0.1.5 - Last Revision Date: 2/15/2003
(C) CopyrightA1985-2002 S. G. Wright - All rights reserved
AAARY#xAbtr44ddxAY4YAA#dkYtr4Adbrt4bYYbARRrtbxbAAAA4babY4bgAArt##aabA
* RESULTS OF COMPUTATIONS PERFORMED USING THIS SOFTWARE
SHOULD NOT BE USED FOR DESIGN PURPOSES UNLESS THEY HAVE
° BEEN VERIFIED BY INDEPENDENT ANALYSES, EXPERIMENTAL DATA
* OR FIELD EXPERIENCE. THE USER SHOULD UNDERSTAND THE ALGORITHMS °
° AND ANALYTICAL PROCEDURES USED IN THIS SOFTWARE AND MUST HAVE
* READ ALL DOCUMENTATION FOR THIS SOFTWARE BEFORE ATTEMPTING
* TO USE IT. NEITHER SHINOAK SOFTWARE NOR STEPHEN G. WRIGHT
° MAKE OR ASSUME LIABILITY FOR ANY WARRANTIES, EXPRESSED OR
* IMPLIED, CONCERNING THE ACCURACY, RELIABILITY, USEFULNESS
° OR ADAPTABILITY OF THIS SOFTWARE.
AAAA4aad4xAAAa:4rtbxxtraaba##xbabaaa#bbxAA4x#rtbAAAbAaabaxaA4ba4ak#rta
UTEXAS4 5/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: Wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029
Dillsboro
Dam
Removal\Engineering\River
_
_
_
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerm_Deep.dat
l
oro
n
e
r
e
an
k with Riprap - Lon -Term
li
s
ope
slope Stability A Anaalysis (Spencer - Circular)
aa
x
x
*
*
b
IABLAE N40n <
ea
* NEW PROFILE LINE DATA
4AAbbRartb#AxA44R#kdd##4AA
'
_____
-
Profile Line No. 1 _-Material Type (Number):
1
_____
-
-
Description:
Partially weathered Rock - Saturated
Point X Y
1 0.00 1962.00
2 42.00 1960.00
3 100.00 1960.00
----------------------------------------------------------
----- Profile Line No. 2 - Material Type (Number): 2 -----
-----------------------------------------------------
oescription: Random Fill - saturated
Point X Y
1 0.00 1963.00
2 39.00 1963.00
3 42.00 1960.00
----------------------------------------------
-- Profile Line No. 3 - Material Type (Number): 3 -----
--------------------------------
--------------------------
Description: Random Fill - Moist
Point x v
' 1 0.00 1975.00
2 27.00 1975.00
3 39.00 1963.00
-----------------------------------------------------------
----- Profile Line No. 4 - Material Type (Number): 4 -----
----------------------------------
I ------------------------
DescriptiOn: Road Bed Fill - Moist
Point X Y
1 0.00 1979.00
2 23.00 1979.00
3 27.00 1975.00
-----------------------------------------
----- Profile Line No. 5 - Material Type (Number): 5 -----
-------------------------------------
---------------------
Description: Riprap
' Point X Y
1 30.00 1972.00

2 60.00 1960.00
r
UTEXAS4 S/N:00136 - Version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
' Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_Longrerm_Oeep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
slope stability Analysis (spencer - Circular)
1 AABRa :4
AA44daA#R#dbAAddkk#44dAbY4AR#kdtra4bd
#bxaAAA#YbAYA4k##Ybp4##xtr
* NEW MATERIAL PROPERTY DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS
AAAaRbxxAAR#rtbtrAd#xAxtr44#b4A4rt#x4aAA##baAAdkYbAAAd#k#a4bAbrtbbb4AA4d#b4
------------------------------------------------------------------
--------------------DATA FOR-MATERIAL-NUMBER-1--------------------
Description: Partially Weathered Rock - Saturated
Unit weight of soil (material): 135.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
1

Cohesion - - - - - - 1500.0
Friction angle - - - - - 35.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
----------------------------------------------
-- --------- DATA FOR MATERIAL NUMBER 2
----------------------------------------------
oescription: Random Fill - saturated
unit weight of soil (material): 115.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - 0.0
Friction angle - - - - - 25.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
-------------------------
------------------- DATA -----------------------------------------
FOR MATERIAL NUMBER 3 -------------------
------------------------
Description: Random Fill ------------------------------------------
- Moist
unit weight of soil (mat erial): 108.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - 0.0
Friction angle - - - - -
Pore water pressures are 25.00 (degrees)
defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.

------------------------- ---------------- --
------------------- DATA FOR MATERIAL NUMBER 4 -------------------
------------------------------------------------------------------
Description: Road Bed Fill - Moist
unit weight of soil (material): 115.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion - - - - - - 100.0
Friction angle - - - - - 32.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
-------------------------------
------------------- DATA FOR MATERIAL NUMBER 5 -------------------
__________________________________________________________________
Description: Riprap
unit weight of soil (material): 125.0
CONVENTIONAL (ISOTROPIC) SHEAR STRENGTHS
Cohesion--------0.0
Friction angle - - - - - 45.00 (degrees)
Pore water pressures are defined by a piezometric line.
Piezometric line number: 1
Negative pore water pressures are NOT allowed - set to zero.
4
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerM-Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
Slope Stability Analysis (Spencer - Circular)
TBLE N0. 6
IA
aR#rt art x ####R###Rtr4##4trRRx44a4 x444x x4 aRA 4 4Ax4A4axR
° NEW PIEZOMETRIC LINE DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS a
#RA#aA##aaaAx4RxRxrtaart##xxrtrtrttrtr##tr##a#rtax####aaaAaRaaaxax4xaaaaRxaa4x
---------------------------------------------------------
-------------- Piezometric -Line -Number
- ---__-______------
unit weight of fluid (water): 62.4
Point x V
1 0.00 1963.00
2 100.00 1963.00
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerm_Deep.dat
oillsboro Dam - River Bank With Riprap - Lon Term
slope stability Analysis (spencer - Circular)
TABLE N0. 11
R YArt 4##4#RRaRaR4RaRR#AA#AR#A##RtrRRRRRARRRRRRRARYYYYAAY#trR#tr4RARAR#A
° NEW DISTRIBUTED LOAD DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS °
#4xaRRAAY4#Y###RRAxRRRAR##YYR####4#A44RR#RARARYYYAYYAYR#A##R444RYRARR
Normal shear
Point x y Pressure Stress
Distributed loads will be generated from piezometric line number 1

See Output Table number 27
i
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P!\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerm_Deep.dat
Dillsboro Dam - River Bank with Riprap - Lon Term
-
Slope Stability Analysis (Spencer - circular?
TABLE NO. 16
R#ARA#**##idAd4*rtrt#i#AAAAAiA
* NEW ANALYSIS /COMPUTATION DATA
RAA}A}##rtrtrtAAAiA}#A*#*##AfA#trrt*AA
Starting Center Coordinate for search at -
x: 42.
00

Y: 200
0.00
Required accuracy for critical center
(= minimum spacing between grid points): 0.500
Critical shear surface not allowed to pass below Y: 1900.00
For the initial mode Of search circles are tangent to horizontal line at -
Y: 1960.00
Radius: 40.00
Conventional (single-stage) computations will be performed.

-
--
- -
-
- -
-
--
-- - ------------------------------------------------------------------
The following represent default values or values that were prevously defined:
subtended angle for slice subdivision: 3.00(degrees)
Th
re
e
is
no
c
rack.
There is no water in a crack.
seismic coefficient: 0.000
unit weight of water (or other fluid) in crack: 62.4
Automatic search output will be in long form.
Search will be continued after the initial mode to find a most critical circle.
Maximum number of trial grids for a given search mode: 50
No restrictions exist on the lateral extent of the search.
No shear surfaces other than the most critical will be saved for display later.
Neither slope face was explicitly designated for analysis.
standard sign convention used for direction of shear stress on shear surface.
Procedure of Analysis: spencer
1 iteration limit: 100
Force imbalance: 1.000000e-005 (fraction of total weight)
Moment imbalance: 1.0000OOe-005 (fraction of moment due to total weight)
Minimum weight required for computations to be performed: 100
initial trial factor of safety: 3.000
Initial trial side force inclination: 17.189 (degrees)
Minimum (most negative) side force inclination allowed in Spencer's procedure: -10.00
r
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riveraank_Riprap_LongTerm-Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
slope stability Analysis (spencer - circular)

BLE NO. 26
IA

1 A
*#rt##rtAdRA}**rt*AAAAARAR#rtArtidki#Atr
NEW, COMPUTEDA SLOPE GEOMETRY DATA
Artrt AAA#Rrtrtrt #i#Atr#*#rtAiA}#RAAArtrt#
These slope geometry were generated from the Profile Lines.
Point X Y
1 0.00 1979.00
' 2 23.00 1979.00
3 27.00 1975.00
4 30.00 1972.00
5 39.00 1968.40
6 42.00 1967.20
7 60.00 1960.00
8 100.00 1960.00
f
UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sborO_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_LongTerm_Deep.dat
Dillsboro Dam- River Bank with Riprap - Long-Term
slope Stability Analysis (Spencer - Circular)
TABLE NO 27
##AA#}A#rtAR*rtrtrti#RdtrrtrtAAd}#RrtrtiAdR#Art*#i9id
rt#A#i#dA**rtAd}#Adrtrt#ii#AR
ANEW DISTRIBUTED LOAD DATA - CONVENTIONAL/FIRST-STAGE COMPUTATIONS *
*AAA*##i#ARRAArtrtA#d*ArtA##ARrt#rtrtAd#RrtArt##Atr#rtArt*###4A*rtrtA#k#}rtArtrtAiA
1 Normal Shear
point x Y Pressure Stress
1 52.50 1963.00 0.0 0.0
2 60.00 1960.00 187.2 0.0
3 100.00 1960.00 187.2 0.0
The above data were generated automatically from piezometric
line number 1.
Search will be conducted for RIGHT face of slope

UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
1

Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerm_Deep.dat
Dillsboro
slope Stab Dam - River
ility Analys Bank with Riprap - Lon9-Term
is (Spencer - Circular)
I"BOLE 40
A 30
## ##4
4A###A#AA4#444
#AA4##R#4A##444
R 40UTPUTAFOR4TY PE#1 AUTOMATIC45ARCH WZTH#4CIRCLESA °
#A##44 AAA AAA# AAAA#44R### EA#444A##44###A##

- output for circ
------ Tangent line el
les Tangent to a Given Horizontal Line
evation, v: 1960.00 --

center Coo
rdinates 1-Stage
Factor side Force
of inclination
x y Radius Safety (degrees) Iteratio ns Messages
27.00
iterations 1985.00 25.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270

Solution did not converge

in iteration limit of 1.00
Failed to converge during stage 1 computations
' 42.00
57.00
27.00 1985.00
1985.00
2000.00 25.00 2.158 -19.500 5
25.00 2.395 -15.788 4
40.00 Center rejected as follows:

UTEXAS NOTICE NUMBER 8060
circle does not intersect

he slope.
42.00
57.00
27.00 2000.00
2000.00
2015.00 40.00 2.149 -17.054 4
40.00 2.121 -21.093 5
55.00 Center rejected as follows:

UTEXAS NOTICE NUMBER 8060
Circle does not intersect

he slope.
42.00
57.00
- - -
72.00 2015.00 55.00 2.362 -15.259 4
2015.00 55.00 1.586 -21.435 9
New 9-Point Grid (only new points calculated) - -
2000.00 40.00 center rejected as follows:

- - - -
UTEXAS NOTICE NUMBER 8130
Circle intersects slope 2
entirely within the slope

imes, but there is no segment
72.00 2015.00 55.00 center rejected as follows: UTEXAS NOTICE NUMBER 8130
circle intersects slope 2
entirely within the slope times, but there is no segment
' 42.00 2030.00 70.00 Center rejected as follows: UTEXAS NOTICE NUMBER 8060
circle does not intersect the slope.
57.00
72.00

42.00 2030.00
2030.00
New 9-Point
2045.00 70.00 1.574 -18.574 6
70.00 2.501 -26.080 6
Grid (only new points calculated) -
85.00 Center rejected as follows:

TEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.

'

1
1 57.00
72.00
- - -
54.50
57.00
59.50
54.50
59.50
54.50
57.00
59.50

54.50
57.00
59.50
- - - -
54.50
57.00
59.50
-
52.00
54.50
57.00
52.00
52.00

52.00
54.50
57.00
- - -
52.00
54.50
57.00
49.50
52.00
54.50
49.50
54.50
49.50
52.00
54.50
- - -
49.50
52.00
54.50
iterations 2045.00
2045.00
New 9-Point
2027.50
2027.50
2027.50
2030.00
2030.00
2032.50
2032.50
2032.50
New 9-Point
2025.00
2025.00
2025.00
New 9-Point
2022.50
2022.50
2022.50
New 9-point
2020.00
2020.00
2020.00
2022.50
2025.00
New 9-Point
2017.50
2017.50
2017.50
New 9-Point
2015.00
2015.00
2015.00
New 9-Point
2012.50
2012.50
2012.50
2015.00
2015.00
2017.50
2017.50
2017.50
New 9-Point
2010.00
2010.00
2010.00 85.00 1.647 -16.612 6
85.00 1.883 -25.323 7
Grid (only new points calculated) - -
67.50 1.577 -17.731 6
67.50 1.567 -18.976 6
67.50 1.586 -20.440 6
70.00 1.589 -17.386 6
70.00 1.584 -19.956 6
72.50 1.603 -17.063 6
72.50 1.583 -18.195 6
72.50 .585 -19.504 6
Grid (only new points calculated) -
65.00 1.566 -18.103 6
65.00 1.562 -19.409 6
65.00 1.592 -20.939 9
Grid (only new points calculated) - -
62.50 1.556 -18.501 6
62.50 1.561 -19.871 8
62.50 1.603 -21.461 7
Grid (only new points calculated) -
60.00 1.564 -17.697 6
60.00 1.549 -18.926 8
60.00 1.564 -20.365 8
62.50 1.577 -17.336 6
65.00 1.591 -16.996 6
Grid (only new points calculated) -
57.50 1.553 -18.083 6
57.50 1.545 -19.380 12
57.50 1.571 -20.889 9
Grid (only new points calculated) - -
55.00 1.544 -18.495 8
55.00 1.545 -19.860 9
55.00 1.586 -21.435 9
Grid (only new points calculated) -
52.50 1.557 -17.656 6
52.50 1.539 -18.936 8
52.50 1.550 -20.370 7
55.00 1.569 -17.279 6
55.00 1.545 -19.860 9
57.50 1.583 -16.926 6
57.50 1.553 -18.083 6
57.50 1.545 -19.380 12
Grid (only new points calculated) - - -
50.00 1.547 -18.060 6
50.00 1.537 -19.408 7
50.00 center rejected as follows:

- - - -

- -

- -
- - -
UTEXAS ERROR NUMBER 9270
Solution did not converge i

teration limit of 100
Failed to converge during s tage 1 computations

' - - - - - -
49.50 New 9-Point
2007.50 Grid (only new points calculated) -
47.50 Center rejected as follows:
UTEXAS ERROR NUMBER 9270

iterations Solution did not converge in iteration limit of 100

I
52.00
54.50

50.SO
52.00
53.50
50.50
iterations
2007.50 47.50 1.539 -19.911 7
2007.50 47.50 1.580 -21.469 14
New 9-Point Grid (only new points calculated) -
2008.50 48.50 1.537 -18.857 7
2008.50 48.50 1.538 -19.705 7
2008.50 48.50 1.552 -20.608 7
2010.00 50.00 Center rejected as follows: Failed to converge during stage 1 computations

TEXAS ERROR NUMBER 9270

solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations

' 53.50 2010.00 50.00 1.546 -20.286 7
50.50 2011.50 51.50 1.544 -18.320 8
52.00 2011.50 51.50 1.537 -19.121 7
53.50 2011.50 51.50 1.542 -19.977 7
New 9-Point Grid (only new points calculated) -
51.50 2009.50 49.50 1.536 -19.223 7
52.00 2009.50 49.50 1.537 -19.506 7
52.50 2009.50 49.50 1.539 -19.795 7
51.50 2010.00 50.00 1.536 -19.128 7
52.50 2010.00 50.00 1.538 -19.694 7
51.50 2010.50 50.50 1.537 -19.034 7
52.00 2010.50 50.50 1.537 -19.311 7
52.50 2010.50 50.50 1.538 -19.593 7
- - - New 9-Point Grid (only new points calculated) - -
51.00 2009.00 49.00 1.536 -19.040 7
51.50 2009.00 49.00 1.536 -19.320 7
52.00 2009.00 49.00 1.537 -19.605 7
51.00 2009.50 49.50 1.537 -18.946 7
51.00 2010.00 50.00 1.538 -18.853 8
New 9-Point Grid (only new points calculated) -
51.00 2008.50 48.50 1.536 -19.135 7
51.50 2008.50 48.50 1.536 -19.418 7
----- critical Circle After the Current mode of search -----
X: 51.50 Y: 2009.00 Radius: 49.000
Factor of safety: 1.536 Side force inclination: -19.320
R

- -
UTExAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy1024.0029_Dillsboro_Darn_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerm_Deep.dat
' Dillsboro D
slope stabi am - River Bank with Riprap - Long-Term
lity Analysis (Spencer - Circular)
TABLE NxBe4:
rt : x xx
##4 rtrt4#

# OUTPUT FO
#4x>##4x4 4 x x
4## xxrt##4x #rt4 44#rt44x4rt#x4x
R TYPE 1 AUTOMATIC SEARCH WITH
##x44#R#44R###4xRrt###A4##444A4*CIRCLES*
x4#rt###A
- outp
------ Radi ut for circl
us: 49.00 es with a Given, Constant Radius ------

'
Center Coor
dinates 1-Stage
Factor side Force
of Inclination
x Y R adius Safety (degrees) Iterations messages
36.50 1994.00 49.00 Center rejected as follows: UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
51.50
iterations 1994.00 49.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270

solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations
66.50 1994.00 49.00 Center rejected as follows: UTEXAS NOTICE NUMBER 8060

36.50
2009.00
49.00 Center rejected as follows: Circle does not intersect the slope.
UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
66.50
36.50
allowed. 2009.00
2024.00 49.00 2.419 -20.469 5
49.00 center rejected as follows:
UTEXAS ERROR NUMBER 9280
The side force inclination fell outside the range of values
' The minimum value allowed is: -8.00000e+001 degrees.
The maximum value allowed is: 1.00000e+001 degrees.
51.50 2024.00 49.00 Center rejected as follows: UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.
66.50 2024.00 49.00 center rejected as follows: UTEXAS NOTICE NUMBER 8060
Circle does not intersect the slope.

'

1
49.00
51.50
54.00
49.00
54.00
49.00
51.50
54.00
- - - - - -
50.00
51.50
53.00
50.00
53.00
50.00
51.50
53.00 New 9-point Grid (only new points calculated) - - -
2006.50 49.00 4.826 -15.566 6
2006.50 49.00 5.005 -15.760 8
2006.50 49.00 5.317 -15.905 7
2009.00 49.00 1.549 -17.976 6
2009.00 49.00 1.557 -20.814 10
2011.50 49.00 1.625 -19.335 7
2011.50 49.00 1.631 -21.125 7
2011.50 49.00 1.690 -23.082 8
New 9-Point Grid (only new points calculated) - - -
2007.50 49.00 4.316 -16.336 5
Z007.50 49.00 4.406 -16.450 5
2007.50 49.00 4.541 -16.538 6
2009.00 49.00 1.541 -18.491 12
2009.00 49.00 1.543 -20.194 6
2010.50 49.00 1.582 -19.594 6
2010.50 49.00 1.589 -20.624 7
2010.50 49.00 1.612 -21.711 7 - - -

-

- N
9-
i
ew
Po
nt Grid (only new points calculate d) - - - - - -
51.00 2008.50 49.00 3.279 -17.095 3
51.50 2008.50 49.00 3.327 -17.190 3
52.00 2008.50 49.00 3.380 -17.285 3
51.00 2009.00 49.00 1.536 -19.040 7
52.00 2009.00 49.00 1.537 -19.605 7
51.00 2009.50 49.00 Center rejected as follows: UTEXAS ERROR NUMBER 9270
iterations Solution did not converge in iteration limit of 100
Failed to converge during stage 1 computations

.
51.50 2009 50 49.00 1 549 -19 786
.
. 9
52.00 2009
.50 49.00 1
.551 -20.094 7
Critical Circle After the Current Mode of Search -----
X: 51.50 Y: 2009.00 Radius: 49.000
Factor of safety: 1.536 Side force inclination: -19 .320
RA#AA*4#*#4d##*44A##A4A##tr44RR**4A***A44##*tr444#*44Artd
CAU*
ION
T
HE FACTOR OF SAF
TY COULD NOT BE COMPUTED #4Ad*
TM
*
A
E
FOR SOME*AE GRID POINTS AROUND#THE4MINIMUM
A RRrtOF TH4 *tr4a### 4Art4A4 #*#A4A*#4*4*tr44tr*#trAR
*
R
rt4
f AA#*#
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision : 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sboro_Dam_RemOVal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_LongTerr2Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
Slope Stability Analysis (Spencer - Circular)
AB-S
AG

4*rtAR4####4Rd#AAR###4444*4AA4*d4A
T
T
° 1-STAGE FINAL CRITICAL CIRCLE INFORMATION *
ER 4
d44AtrA# RR#*A 4R##*4d#**trRd#*A4R*d#4dd#dtrAA
CAUTION - THE FACTOR OF SAFETY COULD NOT BE COMPUTED
FOR SOME OF THE GRID POINTS AROUND THE MINIMUM
X Coordinate of Center 51.50
Y
Coordinate of center 2009.00
a .
R
dius 49.00
Factor of Safety . . 1.536
side Force Inclination (degrees) . . . . -19.32
Number of circles Tried . . 111
Number Of Circles F Calculated for . . . 93
Time Required for Search (seconds) 0.5
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date Of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sboro_Dam_R emoval\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTerM-Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
Slope Stability Analysis (Spencer - Circular)
TABLE N0. 43
d###AA44*4AA#R*#RR#A4AAd*4#A4
#*4RA**tr44A*#*444#*444d*#
tr Coordinate, weight, Strength and Pore water Pressure 4#4R
* Information for Individual slices for conventional
Computations or First Stage of Multi-stage Computation s. *
* (Information is for the critical shear surface in the
* case of an automatic search.)
##4RRd#rt#d4ArtAAArt*#A44**AAdArtA44***AR#*4AR4d#Atr*#*trAAdrt4 A
tr4RR
Slice Slice Matl. Friction Pore
NO. x Y weight No. Cohesion Angle Pressure
12.76 1979.00
1 13.57 1978.01 185 4 100.0 32.00 0
0
14.38 1977.01 .
2 15.24 1976.06 582 4 100.0 32.00 0
0
16.11 1975.11 .
3 16.16 1975.06 50 4 100.0 32.00 0
0
16.22 1975.00 .
4 17.13 1974.10 1018 3 0.0 25.00 0
0
18.04 1973.20 .
5 19.00 1972.35 1433 3 0.0 25.00 0
0
19.96 1971.50 .
6 20.97 1970.70 1855 3 0.0 25.00 0
0
21.97 1969.90 .
7 22.48 1969.52 1085 3 0.0 25
00 0
0
23.00 1969.14 . .
8 24.06 1968.42 2228 3 0.0 25
00 0
0
25.13 1967.70 . .
9 26.06 1967.13 1795 3 0.0 25
00 0
0
27.00 1966.56 . .
10 28.13 1965.95 1928 3 0.0 25.00 0
0
29.25 1965.34 .
' 11 29.63 1965.15 581 3 0.0 25.00 0
0
30.00 1964.97 .
12 31.17 1964.44 1817 3 0.0 25
00 0
0
32.33 1963.90 . .
13 33.48 1963.45 1847 3 0.0 25
00 0
0
34.62 1963.00 . .
14 35.83 1962.59 2009 2 0.0 25
00 25
6
37.05 1962.18 . .
' 15 38.02 1961.90 1627 2 0.0 25
00 68
6
39.00 1961.62 . .
16 39.91 1961.40 1499 2 0.0 25
00 99
9
40.82 1961.18 . ,
17 41.41 1961.05 939 5 0.0 45
00 121
5
42.00 1960.93 . .
18 43.26 1960.71 1890 5 0.0 45
00 142
6
44.53 1960.50 . .
19 45.80 1960.35 1697 5 0.0 45
00 165
4
47.08 1960.20 . .
20 48.36 1960.12 1453 5 0.0 45
00 179
9
49.64 1960.04 . .

1
t
1
1
1
1
1
1
1
1
1
1
1
1
21 50.57 1960.02 875 5 0.0 45.00 186.1
51.50 1960.00
22 52.00 1960.01 399 5 0.0 45.00 186.9
52.50 1960.01
23 53.78 1960.07 774 5 0.0 45.00 182.8
55.06 1960.13
24 56.34 1960.26 385 5 0.0 45.00 171.2
57.62 1960.38
25 58.15 1960.46 38 5 0.0 45.00 158.8
58.68 1960.53
f
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Di 11 sboro_DartLRemoval\Engineering\River
Bank\Analysis\Dillsboro_Rivereank_Riprap_LongTerm Deep.dat
Dillsboro Dam - River sank with Riprap - Lon -Term
Slope Stability Analysis (spencer - Circular)
IAILI N0. 44
A#A##RA*trA#YA#*R*#dY####trq#AR##d*YYA**trAdRtr4dR*#4*
* Seismic Forces and Forces Due to Distributed Loads for *
Individual Slices for conventional Computations or the *
* First stage of multi-Stage Computations.
* (Information is for the critical shear surface in the
case *#d#4#Aof an automatic search.) YARtrA44d*q#Atrtrq#*d#trAR*q4*
FORCES DUE TO DISTRIBUTED LOADS
Y for
slices seismic seismic Normal Shear
No. x Force Force Force Force x V
1 13.57 0 1978.50 0 0 13.57 1978.01
2 15.24 0 1977.53 0 0 15.24 1976.06
3 16.16 0 1977.03 0 0 16.16 1975.06
4 17.13 0 1976.57 0 0 17.13 1974.10
5 19.00 0 1975.72 0 0 19.00 1972.35
6 20.97 0 1974.91 0 0 20.97 1970.70
7 22.48 0 1974.33 0 0 22.48 1969.52
8 24.06 0 1973.24 0 0 24.06 1968.42
9 26.06 0 1971.56 0 0 26.06 1967.13
10 28.13 0 1969.91 0 0 28.13 1965.95
11 29.63 0 1968.76 0 0 29.63 1965.15
12 31.17 0 1968.03 0 0 31.17 1964.44
13 33.48 0 1967.14 0 0 33.48 1963.45
14 35.83 0 1966.25 0 0 35.83 1962.59
15 38.02 0 1965.42 0 0 38.02 1961.90
16 39.91 0 1964.74 0 0 39.91 1961.40
17 41.41 0 1964.24 0 0 41.41 1961.05
18 43.26 0 1963.70 0 0 43.26 1960.71
19 45.80 0 1963.01 0 0 45.80 1960.35
20 48.36 0 1962.39 0 0 48.36 1960.12
21 50.57 0 1961.90 0 0 50.57 1960.02
22 52.00 0 1961.60 0 0 52.00 1960.01
23 53.78 0 1961.28 88 0 54.21 1962.32
24 56.34 0 1960.86 263 0 56.48 1961.41
25 58.15 0 1960.60 161 0 58.16 1960.73
UTEXAs4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_RiverBank_Riprap_LongTernt_Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
Slope Stability Analysis (Spencer - Circular)
TAIL N0. 47
dm#AmA4#ARq#dmaR#dq#uqugtAdgtd##q#Amq#RtrY#AAtrtr#*dqu#Atr
Information for the Iterative Solution for the Factor of
Safety and Side Force Inclination by Spencer's Procedure
#q#ARY4RaY#4Rfr##*q#A4RA4A#qud#u#td#Y#d#fr RAdY#A#Y4#Rd
Allowable force imbalance for convergence: 2.9990e-001
Allowable moment imbalance for convergence: 10
Trial Trial
Factor side Force Force moment Delta
iter- of inclination Imbalance Imbalance Delta-F Theta
ation Safety (degrees) (lbs.) (ft.-lbs.) (degrees)
1 3.00000 -17.1887 -5.661e+003 1.069e+007
First-order corrections to F and Theta ............ -2.9875 -0.0713
Reduced values - Deltas were too large ............ -0.5000 -0.0119
2 2.50000 -17.2007 -4.522e+003 8.538e+006
First-order corrections t0 F and Theta ............ -1.6496 -0.0903
Reduced values - Deltas were too large ............ -0.5000 -0.0274
3 2.00000 -17.2280 -2.802e+003 5.291e+006
First-order corrections to F and Theta -0.6473 -0.1436
Reduced values - Deltas were too large ............ -0.5000 -0.1109
4 1.50000 -17.3390 1.133e+002 -2.098e+005
First-order corrections to F and Theta 0.0624 -4.5430
Reduced values - Deltas were too large 0.0394 -2.8648
5 1.53938 -20.2037 5.160e+001 -9.759e+004
First-order corrections to F and Theta ............ -0.0072 1.2145
Second-order corrections to F and Theta ........... -0.0032 0.8728
6 1.53621 -19.3310 -3.383e-002 4.034e+001
First-order corrections to F and Theta -0.0001 0.0112
Second-order corrections to F and Theta ........... -0.0001 0.0112
7 1.53609 -19.3198 -2.912e-008 3.849e-005
First-order corrections to F and Theta ............ -0.0000 0.0000

F

' UTEXA54 5/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_oillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_LongTerm_Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
Slope Stability Analysis (spencer - Circular)
TABLE 11;..11
Ad trRAAR*Yd*R444YAA4ARAA**Y*A#A*R*AtrYYA4AR*tr+trAARtr+}}4A
* check of Computations by Spencer's Procedure (Results
* critical shear surface in the case of an automatic se
A}*RRAR# RYYA} YAARAAARA4#AYYR*d4#AA+tr}**4R}tr}*4A#}AY
+4}*AYtrA*AAbdR
are for the
arch.)
Rd44*btrtr#}YRbtr
summation of Horizontal Forces: 2.81375e-012
summation of vertical Forces: 1.68399e-012
' Summation of moments: 2.16824e-009
Mohr Coulomb shear Force/Shear strength check summation : 2.51177e-012
"**
** CAUTION *
*
** Forces Between Slices are NEGATIVE
Along the UpPERAone_ half of the Shear Surface - at Points
' A Tension crack may Be Needed
*
?
?
"*# * CAUTION *Y 4 Some of the Forces Between Slices Act at Points
Above the Surface of the Slope or Below the Shear Surface -
Either a Tension Crack may be Needed or the SOLUTION MAY NOT
BE A VALID SOLUTION
UTEXA54 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Longrerm_Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
slope Stability Analysis (Spencer - circular)
TrtABLE N0. 58
*}*RA#A4Ybl+A#Y+A4}*4Y4gAA*44!
}AARtrbl4g4Ytr*RAYAYtrgA#AYA4trARRf R}f44AA}d}
* Final Results for stresses Along the shear Surface
4q(Results Aaredfor4the critical shear surface in the case of a search.)
R4d4AY# !RA Y+! 4gYRbRd4*4#ddAA44#44tr#YYAf!#4YARtrAd#Adl4#A#trRAAAAYYA4#
' SPENCER'S PROCEDURE USED TO COMPUTE THE FACTOR OF SAFETY
Factor of safety: 1.536 side Force inclination: -19.32
-------- VALUES AT CENTER OF BASE OF SLICE ------ --
Total Effective
slice Normal Normal
Shear
No. X-Center Y-Center Stress Stress Stress
1 13.57 1978.01 32.2 32.2
2 15.24 1976.06 170.8 170.8
3 16.16 1975.06 248.2 248.2
4 17.13 1974.10 362.3 362.3
5 19.00 1972.35 506.5 506.5
6 20.97 1970.70 653.4 653.4
7 22.48 1969.52 765.4 765.4
8 24.06 1968.42 784.6 784.6
9 26.06 1967.13 741.5 741.5
10 28.13 1965.95 685.0 685.0
11 29.63 1965.15 639.0 639.0
12 31.17 1964.44 653.0 653.0
13 33.48 1963.45 701.5 701.5
14 35.83 1962.59 741.7 716.1
15 38.02 1961.90 770.1 701.5
16 39.91 1961.40 778.3 678.4
17 41.41 1961.05 800.6 679.2
18 43.26 1960.71 775.3 632.7
19 45.80 1960.35 721.1 555.7
20 48.36 1960.12 638.5 458.7
21 50.57 1960.02 542.7 356.6
22 52.00 1960.01 466.8 279.9
23 53.78 1960.07 401.9 219.0
24 56.34 1960.26 312.5 141.3
25 58.15 1960.46 230.1 71.3 78.2
134.6
166.0
110.0
153.7
198.3
232.3
238.2
225.1
207.9
194.0
198.2
213.0
217.4
213.0
205.9
442.2
411.9
361.7
298.6
232.2
182.2
142.6
92.0
46.4
UTEXAS4 S/N:00136 - version: 4.0.1.5 - Latest Revision: 2/15/2003
Licensed for use by: f, Devine Tarbell & Associates
Time and date of run: wed Jun 10 09:20:30 2009
Name of input data file: P:\Duke_Energy\024.0029_Dillsboro_Dam_Removal\Engineering\River
Bank\Analysis\Dillsboro_Riversank_Riprap_Longrerm_Deep.dat
Dillsboro Dam - River Bank with Riprap - Long-Term
slope Stability Analysis (spencer - Circular)
TABLE NO. 59
dA#AAq}#*dYdAYR
R

' rt
#*4ARAYYAAAY}AtraA*Adq}RAdA*#YARR#YbRgAY+b}A#Rd+
* Final Results for side Forces and stresses Between Slices
<*(Results#are}for the critical shear surface in the case of a search.)
d4*ReA} +bd 4RA}4}AAd*4RtrRYYtr444A4tr4}#Y++trAYA!#A#bAl4dYA44R*AAadRYAARR
- VALUES AT RIGHT SIDE OF SLICE --- ------------
Y-Coord. of Fraction
slice side side Force of
N0. X-Right Force Location Height Sigma Sigma
at at
TOP Bottom
' 1 14.38 -67 1977.72 0.357
2 16.11 31 1972.83 Below
3 16.22 42 1973.37 Below
4 18.04 520 1973.70 0.085
5 19.96 1120 1972.48 0.131 -4.5 -59.0
-41.5 56.5
-43.6 63.3
-125.8 294.9
-171.1 452.9
1
6 21.97 1806 1971.23 0.147 -209.6 584.1
7 23.00 2167 1970.62 0.150 -228.4 643
2
8 25.13 2825 1969.45 0.190 -249.7 .
831
2
9 27.00 3273 1968.52 0.232 -223.4 .
955
7
10 29.25 3665 1967.50 0.291 -118.3 .
1052
4
11 30.00 3763 1967.18 0.314 -58.3 .
1068.5
12 32.33 4010 1966.22 0.323 -33.6 1090
2
13 34.62 4166 1965.33 0.325 -26.9 .
1126
2
14 37.05 4251 1964.43 0.321 -42.0 .
1188
1
15 39.00 4267 1963.74 0.312 -76.2 .
1264
2
16 40.82 4235 1963.11 0.298 -130.8 .
1361
7
17 42.00 3893 1962.86 0.308 -88.7 .
1260
6
18 44.53 3144 1962.38 0.331 -7.6 .
1050
5
19 47.08 2395 1961.98 0.359 69.8 .
840
0
20 49.64 1697 1961.67 0.398 150.2 .
629
0
21 51.50 1259 1961.48 0.435 212.1 .
486
6
22 52.50 1061 1961.37 0.454 243.4 .
426
2
23 55.06 588 1961.08 0.518 332.2 .
269
0
24 57.62 151 1960.74 0.628 442.7 .
57
6
25 58.68 -0 1960.53 0.000 0.0 .
0.0
Read end-of-file on input while looking for another command word.
End of input data assumed - normal termination.
Attachment 3
Geotechnical Exploration
rr r rr r rr r r rr ar rr rr rr r r ?r rr rr rr rr
1
1
1
1
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1
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W co r- ? Cl

rn rn rn Drn Drn rn (DD 00

rn CN
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Drn rn rn
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ID ....:.............:..............:.......................................:... ........

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... ......... ........
. O

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m O E
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Z Z M CL
Q
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.............. ............. . .. t
........ .. .
.......

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.

L

-
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CD

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.................. :............... .................. ........ ..
.. ..
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..... .....

;
•• O

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v m n'
II 11 II • 11 11
Z z z' z in

I
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.... ...}. •.. .. ..
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1
1

1

1

1
D Project: Dillsboro Dam Boring: D-1
T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1
Location: Dillsboro Dam
Devine Tarbell & Associa
tes,
inc. Project Location: Dillsboro Dam
yy
..;
a aywy. Coordinates: ,
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/13/08 2:00 pm 11.0 6.0
Core Barrel: N/A

Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES/BFC

Dates Started: 10/13/08 Finished: 10/13/08
Depth Sampling
& Material Description PL VIC LL Laboratory Well
Elevation
F Type Sample
Name Data Rec.
i &
Classification Lithology N_valloWSft 6 Tests &
Comments (no well
installed)
(
eet) (
n.)
so 10
Gravel and Soil Hard Pack
1-SS 5+5+8 15" FILL : SILTY Fine to Medium SAND, fine to
N=13
medium, medium dense, dark brown,
micaceous, contains rock fragments
2 - SS a+a+s 9.. FILL: Fine to Medium SANDY SILT stiff,
5 N=9 brown and red orange, micaceous, contains rock
1974.0 fragments
3-SS 1+1
+1
+ 10" ALLUVIUM: SILT WITH Fine to Medium
1
N SAND, soft, gray brown to brown gray, contains
clay, rock fragments, mica, and organic material
" ALLUVIUM: SILT, soft, brown gray, contains
10 4-SS 2+2+2
N=a 12 mica and fine sand
1969.0

'• Continued :gray brown to dark brown, wet Water at approx. 11.0'
5-3S 1+1+1 15
N=2
i
i 6-SS 7+7+14 13" Continued : stiff, tan and brown, contains mica,
1 N=2 wood fragments, and weathered rock fra ments
5
1964.0 1 ALLUVIUM: SILTY SAND fine to medium,
medium dense, brown and gray, micaceous, '
" i :50/3
7-SS 31+50/3• 7 conta
ns wood fra ments
ALLUVIUM: SILTY SAND fine to coarse, very
dense white and gray
PARTIALLY WEATHERED ROCK (PWR)
Sampled as white and gray silt sand
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 17 feet.
Boring backfilled with NCDOT #78M aggregate
upon completion and topped with cold patch
asphalt.
Bottom of Boring at 17 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.
0

1

1

1
1

1

1
1
D Project: Dillsboro Dam Boring: D-2

T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1

Location: Dillsboro Dam
Devine Tarbell & Associates, Inc. Project Location: Dillsboro Dam
Coordinates:
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/14/08 8:52 am 10.2 10.8
Core Barrel: N/A
Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES

Dates Started: 10/14/08 Finished: 10/14/08
Depth Sampling
Material Description PL Mc LL Laboratory Well
Elevation
T TSN
m
p
Data Rec.
i &
Classification Lithology N-Value
0 Tests &
Comments (no well
installed)
(Feet) a
m
e (
n)
10 50 10
ASPHALT (6 inch
'
AGGREGATE BASE COURS 5
1-SS 5+3+2 11" FILL: SILTY SANCI fine to mediu

N=5
brown and red, micaceous, conta
rock
fragments
I
FILL: Fine to Medium SANDY S
5 2-SS 3+2+4
N=6 15" stiff, brown, micaceous, contains
1974.0
" Continued : gray and brown
3 - ss 3+4+3
N=7 10
FILL: SILT, medium stiff, dark gray,
micaceous, contains fine sand and rock
fra ments
4-SS 2+1+1 12" ALLUVIUM: Fine to Medium SANDY SILT
10 N=2 ft
d
k
d b
t
i
i
d Q
1969.0 so
,
ar
gray an
rown, con
ns m
a
ca an
organic material
RESIDUUM: Fine to Medium SANDY SILT
5-SS 5+3+10
N=13 11" stiff, brown and orange, micaceous, contains
weathered rock fragments and coarse sand
grains
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 13.8 feet.
Boring backfilled with bentonite plug and NCDOT
#78M aggregate upon completion and topped
with cold patch asphalt.
Bottom of Boring at 13.8 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.
1

1

1

11

C
C

D Project : Dillsboro Dam Boring: D-3
T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1

Devine Tarbell & Associates, Inc.
Project Location: Dillsboro Dam Location: Dillsboro Dam
'"'"'`"'"'"'w""`"'"""•"w'"""?"° Coordinates:

Jackson County, NC ,
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: f 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/13/08 3:30 pm Dry 8.4
Core Barrel: N/A

Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES/BFC
D
t
S
a
es
tarted: 10/13/08 Finished: 10/13/08
Depth Sampling
& Material Description PL me LL
XF
-
- Laboratory Well
Elevation
F
F
t
qype
ame p e
Data
Rnc.
(
&
Classification
Lithology
?
-r?
-"N-Value, loW-
Tests &
Comments
(no well
installed)
(
ee
)
50 10
ASPHALT 5.5 inch
AGGREGATE BASE COURS 4 inch
1 - ss 6+5+4 11" FILL : SILTY SANq fine to medium, loose,
N=9 brown and red, contains mica

2 - SS 7+13+6 11" FILL: SILTY SANq fine to medium, medium
i
5 N=19 dense, gray brown, contains mica and rock
1974.0 fragments
3-SS 10+5+10 11" Continued: brown
N=15
"
4-SS 50i0.75 0 NO RECOVERY Difficult drilling
'
'
3-1/4" Hollow Stem AUGER REFUSAL approx. 8.5
- 9.2
encountered at depth of approximately 9.2 feet.
Boring backfilled with NCDOT #78M aggregate
upon completion and topped with cold patch
asphalt.
>
s
i
i
i
i Bottom of Boring at 9.2 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.

0

1

J

1

D Project : Dillsboro Dam Boring: D-4
T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1
Location: Dillsboro Dam
Devine Tarbell & Associates, Inc. Project Location: Dillsboro Dam
Q-~ ''^ - ? «"u Coordinates: ,
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/14/08 9:40 am 9.2 10.9
Core Barrel: N/A
Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES

Dates Started: 10/14/08 Finished: 10/14/08
Depth Sampling
& Material Description Pt_ nnc LL Laboratory Well
Elevation Type Sample
N Data Rec. &
Classification Lithology N-Valuebo? ws/ft Tests &
Comments (no well
installed)
(Feet) ame (in.) 0
50 10
ASPHALT (7 inch
AGGREGATE BASE COURS 8 inch
?J o'
1-3S 11+7+12 12" FILL : Fine to Medium SANDY SILT very stiff,
N=19 brown, micaceous, contains rock fragments

z - ss s+s+s 12" Continued: stiff, red orange and brown
5 N=10
1974.0

3-SS
7+s
11" FILL: SILTY SAND fine to medium, medium

N=13 3 dense, gray and brown, micaceous, contains
rock framents and coarse sand grains

" FILL: Fine to Medium SANDY SILT medium

10 4-SS 5+4+3
N=7 10 stiff, brown contains mica, wet
gray,
1969.0
"
SS soio.s 0 NO RECOVERY
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 12.0 feet.
Boring backfilled with NCDOT #78M aggregate
upon completion and topped with cold patch
asphalt.
Bottom of Boring at 12 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.

I

1
D Project: Dillsboro Dam Boring: D-5
T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1
Location: Dillsboro Dam
Devine Tarbell & Associates, inc. Project Location: Dillsboro Dam

G .,.,a,,,x r x,.,,..16'- a<n i,?w. ' S'. .u: Coordinates: ,
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/14/08 10:53 am 9.0 9.9
Core Barrel: N/A

Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES

Dates Started: 10/14/08 Finished: 10/14/08
Depth Sampling
& Material Description PL Mc LL
X Laboratory Well
Elevation Type Sample
Nam Data Rec.
i &
Classification Lithology z loWs/ft
N-Valu Tests &
Comments (no well
installed)
(Feet) e (
n.)
50 10
,ASPHALT (6 inch
AGGREGATE BASE COURS 6 inch °
- Ss 8+10+18 13" FILL: SILTY SAND fine to medium, medium
N=28 dense, red and brown, micaceous, contains
coarse sand grains
" Continued
5 2-SS 13+4+9
N=13 15 FILL: WELL-GRADED SAND WITH SIL,Tfine
1974.0 to medium, medium dense, white and gray,
contains mica
rock fragments and coarse sand
,
" rains
3-SS 4+5+7
N=12 12
FILL: SILTY SAND fine to medium, medium
!
dense, brown and gray, micaceous, contains
rock fragments and coarse sand rains

4-SS
11+5+50i5
9" FILL: SILTY Fine to Medium SAND, medium
dense
dark
ra
micaceous
contains r
k :5015' S7
10 ,
g
y,
,
oc
1969.0 fra ments and coarse sand rains wet
PARTIALLY WEATHERED ROCK (PWR)
Sampled as micaceous dark gray silty sand with
I
rock fragments
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 10.4 feet.
Boring backfilled with bentonite plug and NCDOT
#78M aggregate upon completion and topped
with cold patch asphalt.
Bottom of Boring at 10.4 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.

1

1

1
1

D Project: Dillsboro Dam Boring: D-6
V
T Geotechnical Exploration
A Roadway and Slope Borings Sheet: 1 of 1
Location: Dillsboro Dam
Devine Tarbcllbell & Associates, Inc. Project Location: Dillsboro Dam

m Kr ??xx?ny s. Coordinates: ,
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10/14/08 12:15 pm Dry 11.0
Core Barrel: N/A
Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES

Dates Started: 10/14/08 Finished: 10/14/08
Depth Sampling
& Material Description PL MC LL Laboratory Well
Elevation
(Feet)

Type Sample

Name

Data
Rec.
(in)
&
Classification
Lithology
NN-Valulows/ft
Tests &
Comments
(no well
installed)
so 10
'ASPHALT (6 inch
AGGREGATE BASE COURS 7 inch °
1-SS 8+7+7 T. FILL: Fine to Medium SANDY SILT stiff,
N=14 brown and light orange, micaceous, contains
rock fragments
2 - SS 7+7+6 5 Continued: brown, contains mica and rock
5 N=13 fragments
1974.0
Continued: brown, contains mica and rock
3 - ss a.a+s
N=13 9" fragments

Continued: soft, brown, contains mica and rock
10 X a - SS 1+1+1
N=Z 5.. fragments, wet
1969.0

Ss son.zs NO RECOVERY
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 11.8 feet.
Boring backfilled with bentonite plug and NCDOT
#78M aggregate upon completion and topped
with cold patch asphalt.
Bottom of Boring at 11.8 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.
1

1

D
' Project: Dillsboro Dam Boring: D-7
T Geotechnical Exploration
Notiota A Roadway and Slope Borings Sheet: 1 of 1
Devine Tarbell & Associates, ins.
Project Location: Dillsboro Dam Location: Dillsboro Dam
Coordinates:

Jackson County, NC ,
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: t 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers Completion 10114/08 1:08 pm Dry 4.0
Core Barrel: N/A

Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES
Dat
St
d
10/14/
t
es
ar
:
e
08 Finished: 10/14/08
Depth Sampling
& Material Description PL Mc LL Laboratory Well
Elevation

F
t 7SN Data Rec.

(in
) &
Classification Lithology N-Value,bl? ,blows/ft Tests &

Comments (no well

installed)
(
ee
) .
so 10
ASPHALT 4 inch a
AGGREGATE BASE COURS 6 inch
1 - SS 23+31+32 15" FILL : SILTY SANQ fine to coarse, very dense,
N=63 gray, contains mica and rock fragments

Continued: gray and dark brown micaceous
2-SS 38*50I1" 10"
5 PARTIALLY WEATHERED ROCK (PWR)
1974.0 Sampled as micaceous gray and dark brown silty
sand with rock fragments
3-1/4" Hollow Stem AUGER REFUSAL
encountered at depth of approximately 5.1 feet.
Boring backfilled with NCDOT #78M aggregate
upon completion and topped with cold patch
asphalt.

i Bottom of Boring at 5.1 feet.
Notes: 1. Standard Penetration Tests performed with Autohammer.
1

it

1

F

LI

1

1
D Project : Dillsboro Dam Boring: /?pv-1
?'1
T Geotechnical Exploration
? Roadway and Slope Borings Sheet: 1 of 1
Dceinc Tarbell & Associates, Inc. Project Location: Dillsboro Dam Location: Dillsboro Dam
Coordinates: ,
Jackson County, NC
Client: Duke Energy Carolinas, LLC Ground Surface Elevation: ± 1979 ft. MSL
Charlotte, North Carolina Project Number: 024.0029.00900 Datum: NC State Plane - NAD83
Boring Contractor: S&ME Wa ter Lev el Obse rvations
Boring Foreman: Justin Millwood Date Time Casing (ft) Water (ft) Caved (ft)
Drilling Method: 3-1/4" Hollow Stem Augers
Core Barrel: N/A
Drilling Equipment: Diedrich D-50 Turbo Track

Boring Logged By: YES

Dates Started: 10/14/08 Finished: 10/14/08
Depth Sampling
& Material Description PL Mc LL Laboratory Well
Elevation
(Feet) Type Sample
Name Data Rec.
(in.) &
Classification Lithology N-Valu Wslft
0 Tests &
Comments (no well
installed)
50 10
Auger boring with no split spoon sampling from 0'
to approximately 9.5'. Bulk sample obtained
from auger cuttings between depth of 0' to
appproximately 4.5'.
5 AUGER
1974.0
I
Boring terminated at depth of approximately 9.5'
feet. Boring backfilled with auger cuttings upon
completion.
Bottom of Boring at 9.5 feet.
Notes:
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Attachment 4
Excerpt from Reference 1

1

0
1
1
1

Section .1040
1040-7 WATER
Water shall meet the requirements of Article 1024-4
1040-8 MORTAR
Mortar used in all brick masonry and block masonry shall be proportioned as shown
below for either mix No. 1 or No. 2. All proportions are by volume. Do not add any more
water than is necessary to make a workable mixture.
Mix No. 1: 1 part portland cement
1/4 part hydrated lime
3 3/4 parts mortar sand (maximum)
Mix No. 2: 1 part portland cement
1 part masonry cement
6 parts mortar sand (maximum)
The requirements of Articles 1040-4, 1040-5, 1040-6, and 1040-7, are applicable to all
cement, hydrated lime, mortar sand, and water.
For the hydrated lime and cement portion of Mix No. l,the Contractor may substitute
rypc M or Type S masonry cement that meets ASTM C270 For Type S masonry cement the
minimum compressive strength of the test specimens shall be 2500 psi at 28 days and the
test specimens shall be composed of 1 part Type S masonry cement and 3 parts sand.
l" urnish a 'T'ype 3 certification for the Type M or Type S masonry cement.
1040-9 CEMENT GROUT
Use cement grout that consists of a mixture of 1 part portland cement to 3 parts mortar
sand with no more water than is necessary to make a workable mixture.
Apply the requirements of Article 1040-4, 1040-6, and 1040-7 to all cement, mortar
sand, and water.
' SECTION 1042
RIPRAP MATERIALS
' 1042-1 PLAIN RIPRAP
Stone for plain riprap consists of field stone or rough unhewn quarry stone. The stone
shall be sound, tough, dense, resistant to the action of air and water, and suitable in all other
respects for the purpose intended. Where broken concrete from demolished structures or
pavement is available, it may be used in place of stone provided that such use meets with the
approval of the Engineer. However, the use of broken concrete that contains reinforcing
steel will not be permitted.
All stone shall meet the approval of the Engineer. While no specific gradation is
required, there should be equal distribution of the various sizes of the stone within the
1
10-83
1
1
Section 1042
required size range. The size of an individual stone particle will be determined by
measuring its tong dimension.
' Stone or broken concrete for riprap shall meet the requirements of 'T'able 1042-1 for the
class and size distribution.
' TABLE 1042-1
ACCEPTANCE CRITERIA FOR RIPRAP
AND STONE FOR EROSION CONTROL
'
REQUIRED STONE SIZES - INCHES
' CLASS
A MINIMUM MIDRANGE
2 4 MAXIMUM
6
B 5 8 12
1 5 10 17
2 9 14 23r
No more than 5.0% of the material furnished can be less than the minimum size
specified nor no more than 10.0% of the material can exceed the maximum size specified.
1042-2 TESTING
Test riprap materials in accordance with the requirements of this section and
Sections 1005-4(E) Resistance to Abrasion, and 1005-4(F) Soundness. Satisfactory
' resistance to abrasion will be considered to be a percentage of wear of not greater than
55 percent. Satisfactory soundness will be considered to be a loss in weight of not greater
than 15 percent when subjected to 5 alterations of the soundness test.
' SECTION 1044
SUBSURFACE DRAINAGE MATERIALS
' 1044-1 SUBDRAIN FINE AGGREGATE
The subdrain fine aggregate shall meet the gradation requirements for No. 2S or
No. 2MS sand as shown in Table 1005-2.
1044-2 PIPE AND FITTINGS--GENERAL
Pipe and fittings may be, at the option of the Contractor, either concrete, corrugated
steel, bittuninized fiber, or corrugated plastic.
' 1044-3 CONCRETE PIPE AND FITTINGS
Non-perforated concrete pipe and pipe fittings shall meet the requirements of
AASHTO M86 for standard strength nonreinforced concrete pipe.
Perforated concrete pipe shall meet the requirements of AASHTO M175 for standard
strength perforated nonreinforced concrete underdrainage pipe.
t Joint materials shall meet the requirements of Section 1028.
10-84
1
4 5 6 7 8
2 3 1 ~ . , REV.
~,a ~ ~ , ~ ~ , ~ - _~_..N~. \ r ~ r. DWGo NOo X24-~~29-~4 -
_ ~ s~ t r s ~ - _ "
~ _ k s ' ~ ~4 S - l I
~ . ~ - r~ ~ ~ ,L `„s j ~ sw ~ l ,
i t x ~ i r t 1
F 1 - rM s s - 1 . 1 ~ \ t ,e
J' t ~ 1 , S . ' ti ;
a ~ ~ ~ ' ~ _ _ t` r , ~ NOTES:
\ i4 i
It ~ 1. RIPRAP SHALL CONSIST OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT) CLASS 2 RII'RAP AS
~ POWERHOUSE .h ~ r, ' _ , l DEFINED IN "STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES," 2006 OR LATEST EDITION.
\ ~ ~ , - _ , r ~ ti. y r ~ , 2. RII'RAP SHALL BE DUMPED W SUCCESSNE LIFTS FROM ANTICIPATED TOE OF RIPRAP SLOPE TOWARD THE
, a;°'~, . n rn r. RNER BANK TO REDUCE DOWN SLOPE MOVEMENT OF RIPRAP DURING PLACEMENT.
, a , 3. SLOPE OF RIPRAP SHALL BE FIELD VERIFIED TO LOCATE AREAS WHICH MAY REQU1fRE ADDITIONAL MATERIAL
O i 'r ~ 'r ~ _ .1 , BEFORE DEWATERING OCCURS.
w.~ f ~ .
, \ ~ . e vl , v ~ _ , , r , 4. A MAXIMUM SLOPE OF 2.SH,1V SHALL BE OBTAINED. A MINIMUM SLOPE OF 3.OH:1V SHALL BE MAINTAINED.
, \ .x , , ` , ~ , , 5. SLOPE SHALL BE MONITORED DAILY FOR EVIDENCE OF SLOPE FAILURE OR SUBSIDENCE.
"l - _ t r, . ~ * F~ h
_y, } N~ . ~
u ~ \ B
B _ _
~ . IT _ s . w, .
~ ~ _ ..M. _ x _ , ~ SPILLWAY ~ ~ - . ~ EL 1979.E
.m_. ~ ~ FULL POND
,r ~ '
~ . , ~ r s
_ r , _ z _ ~ r EL 1972.OOf
r ~ 1 ~t,.. ~ 'art t ~ O~ __d
- r Y ~ ~ ~ ~ RIVER BANK
. \ h., ~ i , r ~
w , r. ~ ~ , 0 q 2.5
, _ . 1 ~ ~ ~1
J ~ ~ r ~ _ ~~l _ VARIES RNERBED 00 O O
~ - ~ . _ FLO } 'vr ~ - ~ ~ RIPRAP/BOULDER5 0°, ~p o0 pQ~q C
" 113 ~ ° rr ~ o EL 1960.OOt
k , a PWR VARIES
. I~-30
r _ ~ 1.,s G~ ~ ~ ~ a d t. E\ ~ jam. ~
! ~ I ,t r ~ ~ ~ , tip'`. ~ - v
~ ~
( r ~ r~ ~ i ~ r r;~.
f 7 t' ~ ~ ~ ~ `y, ti
' ~ e
1 1 ~ ~i 1' , } ~ r } a ~ ~ ~ ~ v
! r' i a~
~ p ~ ~ ~ ~ ~ i f ~ r- t \ 1 , a, ~ a ~ 1 , I ~ ,r. ~ 1, ,E SCALE: NTS 024-0029-04
~ _ ~ _ 1 ~ `i ~ `v ~r D r ~v D
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DRAWN BYE CIVIL
DUKE ENERGY CAROLINAS, LLC
MA cATHEY DILLSBORO HYDROELECTRIC PROJECT
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HDR Engineering, Inc. of the Carolinas - 06/04/09 ISSUED FOR REVIEW. MAC BFC - - PROJECT NO. SCALE: DRAWING NO. REV.
NO. DATE REVISION EVISION DRN DSGN CHKD APPR CIVIL ELEC MECH 024, 0029 NOTED 0 2 4 - 0 0 2 9 - 0 4 -
3 4 5 6 7 8
1 2