behavior of micropiles in bridge bent applications
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BEHAVIOR OF MICROPILES IN BRIDGE BENT APPLICATIONS FINAL REPORT University of North Carolina at Charlotte Department of Civil and Environmental Engineering www.ce.uncc.edu 704-687-2304 December 31, 2010 J. Brian Anderson, Ph.D. P.E., Principal Investigator Michael R. Babalola, Ph.D. Candidate
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Transcript of behavior of micropiles in bridge bent applications
BEHAVIOR OF MICROPILES IN BRIDGE BENT APPLICATIONS
FINAL REPORT
University of North Carolina at Charlotte Department of Civil and Environmental Engineering
www.ce.uncc.edu 704-687-2304
December 31, 2010
J. Brian Anderson, Ph.D. P.E., Principal Investigator
Michael R. Babalola, Ph.D. Candidate
ii
TECHNICAL REPORT DOCUMENTATION PAGE 1. FHWA/NC/2009-30
2. Government Accession No.
3. Recipient’s Catalog No.
4. Title and Subtitle Behavior of Micropiles in Bridge Bent Applications
5. Report Date 12/31/10
6. Performing Organization Code
7. Author(s) J. B. Anderson and M.R. Babalola
8. Performing Organization Report No.
9. Performing Organization Name and Address University of North Carolina at Charlotte College of Engineering 9201 University City Boulevard Charlotte, NC 28223-0001
10. Work Unit No. (TRAIS)
11. Contract or Grant No.
12. Sponsoring Agency Name and Address North Carolina Department of Transportation Research Unit 1 South Wilmington Street Raleigh, North Carolina 27601
13. Type of Report and Period Covered Report
07/01/09 – 12/31/10
14. Sponsoring Agency Code 2009-30
Supplementary Notes:
16. Abstract This project concerned the behavior of micropiles under lateral loads. The North Carolina Department of Transportation was specifically interested in the use of micropiles to support bridge bents. In this configuration micropiles would be subjected to lateral loads. Thus there was a need to evaluate the behavior of micropiles as bridge bent foundations with respect to joints between micropile sections and embedment or plunge in rock. The objectives of this study were to demonstrate the lateral performance of micropiles in single and group configurations, determine the effect of casing plunge on lateral resistance of micropiles, determine the effect of casing joints on the lateral resistance of micropiles, determine the behavior of jointed micropile sections, evaluate the durability of micropile casings and jointed sections, and disseminate the experimental findings to NCDOT.
These objectives were investigated using a three pronged approach of numerical modeling, full scale field lateral load tests, and laboratory testing. Sixteen sacrificial micropiles were installed in order to perform six lateral load tests. Rock plunge depths of 1, 2, 5 and 10 feet were investigated. 14 of the 16 piles were two or three sections or more. A cap was cast around four of the piles to create a bent that was load tested against a group of reaction piles. In addition, nine jointed micropile specimens were fabricated and tested in the laboratory under four point flexure. Numerical models were developed to first predict the behavior of the load tests. The results of the field and lab tests were subsequently used to calibrate the model for DOT use. A long term study of the impact of corrosion on micropile sections is submitted for future implementation.
Findings of this study include: a) The casing joint has a large impact on the lateral capacity of micropiles. In cases where the micropiles were sufficiently
embedded in rock, rather than yielding, there was an abrupt failure at the casing joint. This was observed in the load tests. b) Two feet of embedment for micropiles in this study was sufficient to carry lateral loads upward of 30 kips. Embedment at 5
and 10 feet produced similar results to 2 feet. One foot of embedment does not appear to be sufficient based upon results of the field tests and numerical models.
c) The strength of the micropiles with respect to the joints from field and laboratory tests was around 140 k*ft. d) Micropiles of this size can carry significant lateral load with little deflection. However, the failure mode is brittle, as the piles
tested failed abruptly with little lateral displacement. e) Reduction of the section area at threaded joint by 60% to 70% results in a reasonably accurate model for the behavior of the
casing joint in FB-Multipier. 17. Key Words load test, instrumentation, micropile, lateral, modeling, bridge bent
18. Distribution Statement
19. Security Classif. (of this report) Unclassified
20. Security Classif. (of this page) Unclassified
21. No. of Pages
22. Price
Form DOT F 1700.7 (8-72) Reproduction of completed page authorized
iii
DISCLAIMER
The contents of this report reflect the views of the Authors and not necessarily the views of the University. The Authors are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the North Carolina Department of Transportation or the Federal Highway Administration. This report does not constitute a standard, specification, or regulation.
iv
ACKNOWLEDGMENTS
This project would not have been possible without major contributions from
several individuals and groups.
The researcher would like to express his sincerest gratitude to the support staff
and students at UNC Charlotte: Neill Belk, David Legrand, Angela Simms, Irvin Lanier,
Brett Tempest. The PI would like to express his deepest gratitude to Mr. Mike Moss.
The project would not have been possible without the support of engineers from
the North Carolina Department of Transportation Geotechnical Engineering Unit:
Njoroge Wainaina, John Pilipchuk, John Fargher, Dean Hardister, Clint Little, Brad
Wright, and Charles Gove.
The PI would also like to thank the advisory committee for guidance with load
testing Tom Richards from Nicholson Construction, Dr. Dan Brown from Dan Brown
and Associates, Dr. Jim Long from the University of Illinois, and Scot Litke and Mike
Moore from the International Association for Foundation Drilling (ADSC).
Skyline Steel, LB Foster, C&M Manufacturing, CEMEX, and Nicholson
Construction graciously donated materials and assistance to the project.
v
SUMMARY
This project concerned the behavior of micropiles under lateral loads. The North
Carolina Department of Transportation was specifically interested in the use of
micropiles to support bridge bents. In this configuration micropiles would be subjected
to lateral loads. Thus there was a need to evaluate the behavior of micropiles as bridge
bent foundations with respect to joints between micropile sections and embedment or
plunge in rock.
The objectives of this study were to demonstrate the lateral performance of
micropiles in single and group configurations, determine the effect of casing plunge on
lateral resistance of micropiles, determine the effect of casing joints on the lateral
resistance of micropiles, determine the behavior of jointed micropile sections, evaluate
the durability of micropile casings and jointed sections, and disseminate the experimental
findings to NCDOT.
These objectives were investigated using a three pronged approach of numerical
modeling, full scale field lateral load tests, and laboratory testing. Sixteen sacrificial
micropiles were installed in order to perform six lateral load tests. Rock plunge depths of
1, 2, 5 and 10 feet were investigated. 14 of the 16 piles were two or three sections or
more. A cap was cast around four of the piles to create a bent that was load tested against
a group of reaction piles. In addition, nine jointed micropile specimens were fabricated
and tested in the laboratory under four point flexure. Numerical models were developed
to first predict the behavior of the load tests. The results of the field and lab tests were
subsequently used to calibrate the model for DOT use. A long term study of the impact
of corrosion on micropile sections is submitted for future implementation.
Findings of this study include:
vi
a) The casing joint has a large impact on the lateral capacity of micropiles. In cases
where the micropiles were sufficiently embedded in rock, rather than yielding, there was
an abrupt failure at the casing joint. This was observed in the load tests.
b) Two feet of embedment for micropiles in this study was sufficient to carry lateral
loads upward of 30 kips. Embedment at 5 and 10 feet produced similar results to 2 feet.
One foot of embedment does not appear to be sufficient based upon results of the field
tests and numerical models.
c) The strength of the micropiles with respect to the joints from field and laboratory
tests was around 140 k*ft.
d) Micropiles of this size can carry significant lateral load with little deflection.
However, the failure mode is brittle, as the piles tested failed abruptly with little lateral
displacement.
e) Reduction of the section area at threaded joint by 60% to 70% results in a
reasonably accurate model for the behavior of the casing joint in FB-Multipier.
vii
TABLE OF CONTENTS page TECHNICAL REPORT DOCUMENTATION PAGE ...................................................... ii DISCLAIMER ................................................................................................................... iii ACKNOWLEDGMENTS ................................................................................................. iv SUMMARY .........................................................................................................................v 1 INTRODUCTION ............................................................................................................1
1.1 Introduction ........................................................................................................1 1.2 Problem Statement .............................................................................................2 1.3 Objectives ..........................................................................................................3 1.4 Scope of Work ...................................................................................................3
2 BACKGROUND AND LITERATURE REVIEW ..........................................................7
2.1 Background ........................................................................................................7 2.2 Theoretical Behavior of Laterally Loaded Deep Foundations .........................11 2.3 Solutions ..........................................................................................................12
2.3.1 Broms Semi Empirical Method ........................................................12 2.3.2 Theory of Elasticity...........................................................................13 2.3.3 Beam on an Elastic Foundation (p-y) Method ..................................15
2.4 Software Implementation .................................................................................20 2.4.1 LPILE/COM624P .............................................................................20 2.4.2 FB-Multipier .....................................................................................21
2.4 Micropile Lateral Load Testing .......................................................................23
3 PRELIMINARIES ..........................................................................................................26 3.1 Coordinating NCDOT Bridge Replacement Project ........................................26 3.2 Site Conditions .................................................................................................27 3.3 Preliminary Numerical Models and Other Calculations ..................................28
3.3.1 Preliminary Numerical Micropile Load Test Models .......................28 3.3.2 Laboratory Preliminary Load Test Models .......................................33
4 FIELD LATERAL LOAD TESTING PROGRAM .......................................................36
4.1 Background ......................................................................................................36 4.2 Test Piles ..........................................................................................................41 4.3 Instrumentation and Apparatus ........................................................................41
4.3.1 Loading Frame ..................................................................................42 4.3.2 Jacks and Hydraulic Pump ................................................................43 4.3.3 Load Cells and Pressure Gage ..........................................................44 4.3.4 Potentiometers...................................................................................45 4.3.5 Inclinometer ......................................................................................46 4.3.6 Strain Gages ......................................................................................48
viii
4.3.7 Data Acquisition ...............................................................................51 4.4 Single Micropile Load Tests ............................................................................51
4.4.1 Test “A” Pull 1.0 ft Embedment Against 1.0 ft Embedment ............52 4.4.2 Test “B” Pull 2.0 ft Embedment Against 2.0 ft Embedment ............53 4.4.3 Test “E” Pull 5.0 ft Embedment Against 5.0 ft Embedment ............53 4.4.4 Test “F” Pull 10.0 ft Embedment Against 10.0 ft Embedment ........53 4.4.5 Test “I” Pull 10.0 ft Embedment Against 10.0 ft Embedment Not to Failure .............................................................................................63
4.4 Micropile Group Lateral Load Test .................................................................63 4.4 Discussion of Load Test Results ......................................................................72
5 LABORATORY TESTING PROGRAM .......................................................................78
5.1 Purpose of Laboratory Tests ............................................................................78 5.2 Structural Testing .............................................................................................78
5.2.1 Micropile Section Fabrication ...........................................................80 5.2.2 Instrumentation and Apparatus .........................................................81
5.2.2.1 Load Frame and Hydraulic Jack ........................................81 5.2.2.2 Potentiometers....................................................................81 5.2.2.3 Scale Tape ..........................................................................82 5.2.2.4 Strain Gages .......................................................................83 5.2.2.5 Data Acquisition ................................................................84
5.3 Bending Tests on Grouted Micropiles .............................................................84 5.4 Discussion of Bending Test Results ................................................................84 5.5 Corrosion Testing Plan ....................................................................................92
6 MODEL CALIBRATION ..............................................................................................94
6.1 Models..............................................................................................................94 6.1.1 Load Test "I" .....................................................................................94 6.1.2 Load Test "F" ....................................................................................95 6.1.3 Load Test "E" ....................................................................................95 6.1.4 Load Test "B" ...................................................................................99 6.1.5 Load Test "A" ...................................................................................99 6.1.6 Load Test "X" ...................................................................................99
6.2 Discussion ......................................................................................................103 7 CONCLUSION .............................................................................................................104
7.1 Research Summary ........................................................................................104 7.2 Conclusions ....................................................................................................104 7.3 Limitations .....................................................................................................105 7.4 Recommendations ..........................................................................................105
8 IMPLEMENTATION PLAN .......................................................................................106 8.1 Background ....................................................................................................106 8.2 FB-Multipier Section .....................................................................................106
REFERENCES ................................................................................................................113
ix
APPENDICES A LATERAL LOAD TEST B ........................................................................................115 B LATERAL LOAD TEST E.........................................................................................129 C LATERAL LOAD TEST F .........................................................................................139 D LATERAL LOAD TEST I .........................................................................................148 E LATERAL LOAD TEST X ........................................................................................164 F LABORATORY BENDING TESTS ...........................................................................204 G FB-MULTIPIER INPUT FILES ..................................................................................214
1
CHAPTER 1 INTRODUCTION
1.1 Introduction
In highway construction, deep foundations are often utilized to support bridges.
This could be to carry excessive loads to more competent soils beneath the ground, to
transfer foundation loads to strata below the scour depth, or to sufficiently withstand
lateral loads. In general terms, deep foundations are relatively long and slender structural
members that are driven vertically into soil, in the case of a pile, or cast in place as a
drilled shaft. A pile is often driven until it rests on a hard, impenetrable layer of soil or
rock, or to a specified depth. Drilled shafts are installed by excavating a vertical hole in
the soil and or rock, then backfilling it the hole with reinforced concrete. End bearing
foundations, where the load of the structure is transmitted primarily axially through the
foundation to the impenetrable layer are common in the western part of North Carolina.
When the foundation cannot be extended to a hard stratum of soil or rock due to its depth,
the load of the structure is borne primarily by side friction between the pile or shaft and
soil. Such a deep foundation carries its load through skin friction which is common in
eastern North Carolina.
Analysis of the lateral loading resistance of a deep foundation is a soil-structure
interaction problem, where the foundation deflection depends on the soil response and
soil response depends on foundation deflection (Reese and Wang 1993). Deep
foundations that support signs, light-posts, tall buildings, bridge bents, bridge piers, or
offshore infrastructure are subjected to significant lateral loads (such as braking, wind,
impact, and wave loads). Accordingly, deep foundations must be designed to carry these
lateral loads. Therefore the lateral load capacity is determined by considering three
2
failure mechanisms: (1) structural failure of pile due to yielding of pile material 2) shear
failure of the confining soil due to yielding of soil, and (3) pile becoming dysfunctional
due to excessive lateral deflection.
Micropiles are a relatively new deep foundation technology in the United States.
As an alternative to other deep foundations, micropiles can provide substantial support
while minimizing cost, environmental impact, and harmful construction vibrations.
Micropiles, first used in Italy in the 1950s, are constructed by removing a column of soil
using an auger and filling the hole to create structural column, insitu. Micropiles are
smaller diameter members (usually 12 inches or less) filled with high strength grout and
reinforced with an high strength casing a single large diameter rebar, or a combination of
the two. They are often installed in segments that are connected together by threaded
joints in the casing. Since micropiles are smaller, the size and amount of equipment
needed for their installation is commensurately less than for typical deep foundations.
This research focused on the lateral capacity of micropiles.
1.2 Problem Statement
Building on the success with retrofit projects, NCDOT is proposing the use of
micropiles for bridge replacements and new construction. Although literature and
experience exists on micropile applications, there are aspects of micropile behavior that
need to be developed to provide confidence for NCDOT engineers. While the axial
behavior is well documented, in order that the NCDOT utilize micropiles for new
construction, the lateral load response of micropiles must be evaluated.
3
1.3 Research Objective
The goal of this project was to provide NCDOT with information sufficient to
allow micropiles to be used for interior pile bents where shallow rock is present. Since
micropiles are often installed using casing sections assembled with threaded joints, the
question remains how these joints appear to impact the lateral load response of
micropiles. In addition, whether by design or specification, the depth micropile casing is
extended into rock may be overly conservative. Thus, the objectives of the project are
the following:
1) Demonstrate the lateral performance of micropiles in single and group
configurations.
2) Determine the effect of casing plunge on lateral resistance of micropiles.
3) Determine the effect of casing joints on the lateral resistance of micropiles.
4) Determine the behavior of jointed micropile sections.
5) Evaluate the durability of micropile casings and jointed sections.
6) Disseminate the experimental findings to NCDOT.
1.4 Scope of Work
The following tasks were completed in order to meet the objectives of the
research:
A. Literature review and data collection
A literature review was completed in the preparation of the original proposal.
Further literature was gathered including documenting field load and laboratory
tests on micropile materials conducted by different agencies. Case histories of
micropile lateral load tests were included as well.
4
B. Numerical Simulation
Numerical studies were completed using FB-Multipier for both test validation and
model development. Preliminary models were developed to simulate the field
load tests that are proposed for this study. These models were used to quantify
loads, boundary conditions, and general pile behavior. The results were be used
to refine the field testing programs. Initial models for micropiles and micropile
joints in FB-Multipier were developed.
C. Field test strategy and setup
The PI developed the load testing program with the North Carolina Department of
Transportation Western Regional Geotechnical Office. The goals of the field tests
are to demonstrate and document micropile behavior under realistic boundary
conditions and the true soil-structure interface. The field test program included
lateral load tests on micropiles constructed specifically for this project. A
sacrificial group of 16 micropiles was constructed using IBRD funds in
conjunction with a bridge replacement in Western North Carolina. These piles
were load tested as individual piles as well as a group.
D. Single pile field lateral load tests
Lateral load tests were performed within ASTM D3966 and micropile specific
guidelines from Sabatini et al. (2005). Tests were performed by pulling together
pairs of micropiles using all thread bars and center-hole jacks. The displacements
of the pile tops were monitored using potentiometers. Piles were instrumented
with either inclinometer casings or rebar cages with sister bar vibrating wire strain
5
gages to measure displacement and strain concurrent with load and displacement.
Top load was determined using load cells.
E. Pile group test
Four piles were load tested together as a bent. The piles were spaced more than
ten diameters center-to-center and cast together in a concrete cap. The
displacements of the pile cap was monitored using potentiometers. Piles were
instrumented with both inclinometer casings and rebar cages with vibrating wire
strain gages to measure displacement and strain concurrent with load and
displacement. The load was applied to the pile cap using prestressing cables and
two center-hole jacks.
F. Laboratory micropile fabrication, preparation, and testing
Two segment micropiles were fabricated for laboratory testing. Skyline Steel
Corporation, CEMEX, and Nicholson Construction donated materials and
construction support for the research. 54 linear feet micropiles were fabricated in
the lab. Micropiles cast in the lab were grouted with standard Portland Type I
cement, mixed with high hear mixer, and tested after a 28 day cure. Selected
micropiles were instrumented with strain gages similar to those used in the field
load tests. Potentiometers were used to monitor vertical displacement. 9 bending
tests were conducted for the research.
G. Corrosion testing
The corrosion study was developed as a task of this project, but had not begun by
the preparation of this report. Micropile casings will be placed in secure field
locations that can be accessed by NCDOT and UNCC personnel for many years.
6
Periodically, specimen mass and thickness will be measured to assess the impact
of weathering on the steel sections.
H. Implementation of results and calibration of models
The results of Tasks D, E, and F were used to demonstrate the the behavior of
10.75 in. diameter and 0.5 in. thick micropiles. The field and lab results were
reduced to develop performance based models for micropile analysis and design.
The findings were used to calibrate the FB-Multipier models created in task B.
Task 7: Research product preparation and submission
Interim reports in the form of emails or meetings were provided to the Western
Regional Geotechnical Group at the completion of each phase or load test. This
final report contains the experimental data, analysis outcomes and
recommendations. As a subset of the primary report, the models are submitted as
part of the implementation plan.
7
CHAPTER 2 BACKGROUND AND LITERATURE REVIEW
2.1 Background
Micropiles are thick steel casings that are often drilled and grouted into place
forming end bearing foundations. Micropiles are a relatively new deep foundation
technology in the United States. Micropiles, first used in Italy in the 1950s, are similar to
drilled shafts in that an auger is used to remove a column of soil that will be backfilled to
create a structural column. In contrast, micropiles are smaller diameter members (usually
12 inches or less) filled with grout and reinforced with an external casing, a single large
diameter rebar, or a combination of the two. Since micropiles are smaller, the size and
amount of equipment needed for their installation is commensurately less than for typical
drilled shafts. Following recent developments in the United States, micropiles have
evolved into high-capacity load bearing elements. Presently, some micropiles are
designed for ultimate load carrying capacities exceeding 500 tons (Armour et al. 2000).
Figure 2.1 shows a typical high capacity micropile. Micropiles are generally used for
structural support and in-situ reinforcement.
Micropiles have specific advantages compared to more conventional support
systems. In general, micropiles may be feasible under the following project-specific
constraints (Sabatini et al. 2005):
• Project has restricted access or is located in remote area;
• High load capacity in both tension and compression;
• Ability to install where elevated groundwater or caving soil conditions are
present;
• Tested to verify load carrying capacity;
8
Figure 2.1 Detail of a typical high capacity micropile (Bruce and Cadden 2005)
• Required support system needs to be in closed pile proximity to existing
structures;
• Ground and drilling conditions are difficult;
• Pile driving would result in soil liquefaction;
• Vibration or noise needs to be minimized;
• Hazardous or contaminated spoil material will be generated during
construction and
• Adaptation of support system to existing structures is required.
The modern micropile installation process begins with drilling through soil into
the bedrock using a specialized drill rig. The micropile drill is removed, leaving
micropiles in the rock socket, and reinforcement bars are lowered into the micropile steel
casings. Grout is pumped or pressure-fed into the casings, and the piles are lifted to the
9
mouth of the sockets to allow bonding. Finally, the micropile tops are cut to elevation
and capped for foundation rebar. Micropiles may be load tested subsequently to prove
the design. Micropiles can be installed in areas of particularly difficult, variable, or
unpredictable geologic conditions such as ground with cobbles and boulders, fills with
buried utilities and miscellaneous debris, and irregular lenses of competent and weak
materials. Soft clays, running sands and high groundwater not conducive to conventional
drilled shaft systems cause minimal impacts to micropile installation. It is important to
assess the cost of using micropiles based on the physical, environmental and subsurface
factors. For example, micropiles are commonly the preferred foundation choice in the
challenging urban areas that feature mixed fills, nearby buildings and difficult
access. Figure 2.2 shows typical a micropile under construction.
Figure 2.2 Typical micropile construction
10
Micropile classification is based primarily on the method of placement and
pressure under which grouting are performed during micropiles construction. The
classifications are shown schematically in Figures 2.3.
Type A: Grout flows under gravity. These are non-pressurized and use sand-
cement "mortars" or neat cement grouts.
Type B: Grout is injected as temporary drill casing or auger is withdrawn.
Pressurized once at low pressure (44-145 psi).
Type C: Grout is gravity placed, allowed to set for 15-25 min, and then a second
batch of grout is injected at moderate pressure through a sleeved grout pipe.
Type D: Grout is gravity placed and allowed to harden. When primary grout has
hardened, more grout is injected through a sleeved port grout pipe. A movable
packer is used so that specific horizon may be treated several times if necessary.
High pressure is used (290 -1160psi).
11
Figure 2.3 Micropiles classification system based on type of grouting (Sabatini et al.
2005) 2.2 Theoretical Behavior of Laterally Loaded Deep Foundations
The design of piles against lateral loads is usually governed by the maximum
tolerable deflection (Poulos and Davis 1980). Lateral deflections of single piles depend
on the lateral load, bending stiffness (EI) of the pile, and the soil resistance to lateral
movement, which is characterized by soil strength and stiffness. Since the lateral loading
of a single deep foundation is a soil-structure interaction problem, the deflection of the
pile depends on the reaction in the soil and the reaction in the soil depends on the
deflection of the pile (Reese and Wang 1993). Of most practical interest to the engineer
12
is knowledge of the deflection and bending moment in the deep foundation. The bending
moment is required in the sizing of the foundation, and the deflection is important with
regard to the serviceability of the supported structure. Figure 2.4 shows diagrams of
lateral deflection, slope, moment and shear in a long foundation, and the lateral soil
reaction, all as a function of depth. The applied shear and/or moment loads produce a
lateral deflection at the top of the foundation. The changes in each of these parameters
with depth are defined by the principles of structural mechanics.
Figure 2.4 Deflections and Forces in a long foundation subjected to lateral loads
(Matlock and Reese, 1960)
2.3 Solutions
There are several approaches available for modeling the interaction of deep
foundations subjected to external loading. Specifically, when considering lateral loads,
there are four categories, semi empirical, beam on and elastic foundation, elastic theory,
and finite element.
13
2.3.1 Broms Semi-Empirical Method
Broms (1964a, 1964b and 1965) separated the lateral analysis of a loaded piles
embedded in cohesive soils and in cohesionless soils. This method was presented in three
papers published in 1964 and 1965. The ultimate lateral load on a pile can be computed
by use of simple equations or graphs. The method is based upon the assumptions that
failure occurs in short piles by unlimited rotation of the pile or unlimited movement
through the soil, and failure occurs in long piles or piles of intermediate length by the
development of one or more plastic hinges in the pile section In the three papers, he
shows the procedures for the prediction of laterally loaded piles under working loads and
the ultimate lateral resistance. Broms method is easily implemented by hand solution,
but its limitations make the use of a more sophisticated solution more attractive.
2.3.2 Theory of Elasticity
Poulos (1971a) presented the first systematic approach for analyzing the behavior
of laterally loaded piles and pile groups using the theory of elasticity. Soil is represented
as an elastic continuum, the method is applicable for analyzing batter piles, pile groups of
any shape and dimension, layered systems and system in which soil modulus varies with
depth. Poulos (1971b) method assumed soil to be an ideal, homogeneous, isotropic, semi-
infinite elastic material, having a Young’s modulus Es and Poisson’s ratio υs, which are
not affected by the presence of the pile. Poulos assumed the pile to be a thin rectangular
vertical strip of width d, length L, and also constant flexibility EpIp. In the case of a
circular pile, the width d, is taken as the diameter of the circular pile. The pile is divided
into n+1 elements and each element is acted upon by a uniform horizontal stress p which
is assumed constant across the width or diameter of the pile. Poulos found that the
14
accuracy of the solution depends on the number of elements into which the pile is
divided. The horizontal displacements of the soil and the pile are equal along the pile if
elastic conditions prevail. The soil displacements for all the points along the pile are
expressed as:
{y} = sE
d [I]{p} (2.1)
Where {y}is the column vector of horizontal soil displacements, {p} is the column vector
of horizontal loading between soil and pile and [I] is the n+1 by n+1 matrix of soil-
displacement-influence factors determine by integrating Mindlin’s equation using
boundary element analysis (Poulos, 1971b).
Poulos (1971b) considered both an unrestrained and restrained pile head. The
major variables influencing pile behavior were the length-to-diameter ratio and the pile-
flexibility factor KR which were defined as:
KR = 4LEIE
s
pp
(2.2)
where KR is a dimensionless measure of the flexibility of the pile relative to the soil with
a limiting value of ∞ for an infinitely rigid pile and zero for an infinitely long pile, “Ep”
is Young’s Modulus of the pile, “Ip” is the moment of inertia of pile section, “Es” is the
Young’s Modulus of the soil and “L” is the embedded pile length.
For unrestrained piles, the horizontal displacement is evaluated as:
yo = IhLE
P
s
+Im 2LEM
s (2.3)
where Ih is the displacement influence factor for horizontal load only acting, at the
ground surface, Im is the displacement influence factor for moment only, acting at the
15
ground surface, P is the applied horizontal load, M is applied moment, Es is Young
Modulus of the soil and L is the embedded pile length.
In the case of a restrained pile, the horizontal displacement is evaluated as:
yo = IfLE
P
s (2.4)
where If is the displacement influence factor for a restrained pile subjected to horizontal
load. The assumption that soil modulus Es remains constant with depth is not realistic in
the case of piles in sand. The variations in deflection and bending moment along the piles
were not considered. The piles must be of constant cross-section, and the pile-head
restraints must be either fully-fixed (no rotation) or full free (no bending moment). The
soil must be assumed to be elastic, and have constant and uniform properties with depth.
2.3.3 Beam on an Elastic Foundation (p-y) Method
This approach, also called the Winkler approach, is the oldest method of
predicting pile deflections and bending moments in deep foundations. The approach
characterizes the soil as a series of unconnected linearly-elastic springs with stiffness Es,
expressed in unit of force per length squared (FL-2) .The pressure p and the deflection y at
a point are related through a stiffness Es, the modulus of soil reaction defined as:
Es = yp− (2.5)
Where p is the lateral soil reaction per unit length of the pile, and y is the lateral
deflection of the pile (Matlock and Reese, 1960). The negative sign in the equation above
shows the direction of soil reaction is opposite to pile deflection. Another term is the
modulus or coefficient of horizontal subgrade reaction, kh has the units of force/length3
(Terzaghi 1955). The previous equation can be rewritten as:
16
Es = khd (2.6)
Where d is the width or diameter of the pile and kh is the horizontal subgrade reaction
modulus. In cohesionless soils and normally consolidated clays, the modulus of
horizontal subgrade reaction increases linearly with depth. For over consolidated clays,
the horizontal subgrade reaction is usually assumed to remain constant with increasing
depth. The determination of the soil modulus Es is generally carried out by full scale
lateral load testing, plate load testing, or empirical correlation with other soil properties.
The Winkler beam/spring model is based on the assumption that the soil
supporting the beam acts as a system of discrete springs. The beam is a function of
springs and the applied load. The collective constant is referred to as the subgrade
reaction modulus. The governing equation for the deflection of a laterally loaded pile
using the subgrade reaction theory is expressed as:
Ep Ip 04
4
=+ dykdx
ydh
(2.7)
Where Ep is the modulus of elasticity of the pile, Ip is the moment of inertia of the pile
section, y is pile deflection, x is the depth in the soil, d is width or diameter of pile and kh
is the subgrade reaction modulus. McClelland and Focht (1958) used the same
beam/spring model in the design of laterally loaded deep foundations as shown in Figure
2.5. The method is known as the p-y method. The primary shortcomings to the original
subgrade reaction approach are:
1. The axial load effect on the foundation is ignored,
2. The soil model used in the technique is discontinuous,
17
Figure 2.5 Beam/Spring model applied to deep foundations
3. The modulus of subgrade reaction is not a unique property of the soil, but depends
on pile characteristics and the magnitude of deflection, and
4. The subgrade reaction method is semi-empirical in nature.
For real soils, the relationship between soil pressure p and deflection y is
nonlinear, with the soil pressure reaching a limiting value when the deflection is
sufficiently large. Several approaches have been developed to account for this
nonlinearity. Reese and Matlock (1956) argue that the adoption of a linearly increasing
modulus of subgrade reaction with depth takes some account of soil yield and
nonlinearity, as values of the secant modulus near the top of the pile are likely to be very
small, but will increase with depth because of both a higher soil strength and lower levels
of deflection.
18
Broms analysis dealt with the pile lateral behavior under two loading conditions;
service loads (i.e. up to one third to one half of the ultimate load) and the ultimate loads
(i.e. ultimate lateral capacity). A method is needed to account for the different observed
pile behavior under lateral loads and enable the prediction of its deflection at the
nonlinear load-deflection zone. To address this issue, nonlinear elasticity methods were
developed in which application of elastic solutions for equivalent soil properties were
used in an iterative procedure, ending when displacement compatibility between soil and
piles was achieved. The method is referred to as the “p-y curves”, where p is the soil
pressure per unit length of pile and y is the pile deflection.
The p-y curve method is the most versatile tool currently available. This method
was developed by Reese and Matlock at the University of Texas at Austin. The p-y curve
represents the soil resistance at a particular depth and is defined in terms of soil resistance
per unit length versus deflection. The p-y method uses a series of nonlinear springs to
model the soil-structure interaction. It models the foundation using a two-dimensional
finite difference analysis. The soil resistance will typically rise quickly under small
deformations to a maximum where it remains constant or decreases with further
deformation. The physical definition of the soil resistance p is given in Figure 2.6. Figure
2.6a shows a profile of a pile that has been installed. The assumption is that the pile has
been installed without bending so that the initial soil stresses at the depth Xi are
uniformly distributed as shown in Figure 2.6b. If the pile is loaded laterally so that a pile
deflection, Yi occurs at the depth, Xi the soil stresses will become unbalanced as shown
in Figure 3.3c. The three factors that have the most influence on p-y curve are the soil
19
properties, the pile diameter and the nature of loading (Reese and Wang, 2006). The p-y
curves are strongly responsive to the nature of loading.
Figure 2.6 Definition of p and y as related to the response of a pile to lateral loading
(Reese and Wang 1993)
Equation 2.8 defines the p-y method. The mechanisms shown to represent the soil
depict the soil as a nonlinear material. The deformation of an elastic member under axial
and lateral loading can be found by solving the equation below, which the standard beam-
column equation is given by Hetenyi (1946).
02
2
2
2
2
2
=−−
+
Wp
dxydQ
dxydIE
dxd
pp
(2.8)
Where
20
Q = axial load on the pile
y = lateral deflection of the pile at a point x along the length of the pile.
p = horizontal soil reaction per unit length
EpIp = flexural rigidity of the pile and
W = distributed load along the length of the pile.
Other beam formulas given by Hetenyi (1946) that are needed in analyzing piles under
lateral loads are:
VdxdyQ
dxydEI =+3
3
(2.9)
Mdx
ydEI =2
2
(2.10)
Sdxdy
=
(2.11)
Where
V = Shear in the pile,
M = bending moment in the pile, and
S = slope of the elastic curve defined by the axis of the pile.
2.4 Software Implementation
The p-y approach has been implemented in two separate computer programs that
are commonly used by highway departments throughout the United States. Both
packages are supported by the Federal Highway Administration.
2.4.1 LPILE/COM624P
The computer program LPILE (Ensoft Inc., 2007), formerly COM624P (Reese
and Wang, 1993), models a single foundation under lateral loads. LPILE divides the
21
member into a maximum of 300 segments and solves the differential equation suggested
previously by the finite differences method. The soil is modeled by a maximum of nine
layers using one or more of these models: Sand, Liquefiable Sand, Silt (φ – c), Soft Clay
Below the Water Table, Stiff Clay Below the Water Table with free water, Stiff Clay
Above the Water Table without free water, Strong Rock, or Weak Rock.
COM624P treats the deep foundation as a linear elastic member. The latest
release of LPILE (v 6.0) is capable of nonlinear behavior. If using COM624P or earlier
versions of LPILE, there is no provision for prestressed or reinforced sections, thus the
user must calculate the cracking moments by hand and compare them to those generated
during loading in order to determine if a nonlinear failure has occurred.
COM624 imposes the loading conditions at the top of the pile and assumes the
pile length is such that the boundary conditions of zero shear and moment exist at the tip.
The differential equation is solved for the displacements along the pile. Since the soil is
considered non-linear, an iterative approach is taken where the soil modulus is varied.
When the displacements calculated between two iterations are within a specified
tolerance, the program terminates and calcualtes the displacements, moments, and shears
for that load case.
2.4.2 FB-Multipier
FB-MultiPier is a non-linear, hybrid finite element soil-structure interaction
program under continual development at the University of Florida by the Florida Bridge
Software Institute (2010). The program is a complete bridge foundation and pier analysis
program. FB-MultiPier can analyze many types of structures including prestressed
concrete piles, drilled shafts, H-piles, pipe piles, and various concrete sections, reinforced
22
and/or prestressed, generally used for bridges. The possible types of loading on these
structures include combined axial, lateral, and torsion components on the piles/shafts, pile
cap, and pier. The structural model includes both linear and non-linear (concrete
cracking, steel yielding) capabilities, as well as biaxial interaction diagrams for all
sections. FB-MultiPier models a single pile as sixteen 2-node finite elements and each
element has 6 degrees of freedom per node.
FB-MultiPier uses an iterative solution method to find the stiffness of the soil and
pile for a computed set of displacements. The program uses a secant approach which
assembles a stiffness matrix and solves for sets of displacements. Convergence is
achieved when the system is in static equilibrium and is determined by comparison of the
magnitude of the highest out-of-balance nodal force and the tolerance defined in the input
file. The system is in static equilibrium and the program terminates when the highest out-
of-balance force is lower than the tolerance.
FB-Multipier models a single pile as sixteen 2-node finite elements. The free
standing length of the pile, from the top to the ground surface, is the first element with 15
equally spaced elements for the remainder of the pile. Each element has 6 degrees of
freedom per node that behave much like a universal joint.
FB-Multipier uses axial (t-z, Q-z), lateral (p-y), and torsional (T-θ) pile-soil
interaction. There are several models for sands, clays, and limestone. The experienced
user has the option of entering a customized set of 10 p–y curve points if none of the
default curves are suitable.
The axial model consists of two parts; the first is the skin friction portion. The
available skin friction models are driven piles, and drilled shafts in sand, clay,
23
intermediate geomaterials, and limestone. As with the lateral model, the user can also
enter a set of 10 t-z curve points if the default models are not sufficient. The remaining
piece of the axial soil model is the end bearing. The program supplies four tip models
driven pile, drilled shaft in sand, clay, and intermediate geomaterials. The user can also
input a set of 10 q-z curve points to model the tip if the above models are insufficient.
Currently, the hyperbolic model is the only torsional model available. The user has the
option of entering a custom set of T-θ curve points.
2.5 Micropile Lateral Load Testing
Since micropiles are almost exclusively used in bearing applications, the literature
is limited on the subject of micropile lateral load tests. Long et al. (2004), at the
University of Illinois, conducted research on field micropile response. Tests were
conducted on micropiles with a diameter of 9.625 inches, wall thickness of 0.545 in,
length approximately 50 linear feet, and yield strength of the steel casing of 147 ksi. The
tests site was located along Interstate 57 about four miles north of the Illinois-Missouri
state line. The primary reasons of the tests were to investigate the lateral load behavior of
micropiles, to compare the measured lateral behavior with behavior predicted using
LPILE and to determine the structural behavior of the grouted micropile sections.
The subsurface investigation consisted of sampling, visual classification, standard
penetration testing (SPT), water content determination, and unconfined compressive
strength testing. The soil profile consistently shows medium clay overlaying sand. The
compressive strength for the soil varied from 0.7 tsf near the ground surface to about 1.1
tsf at around 11 ft below the ground surface. The strength then decreased to 0.4 tsf at the
24
bottom of the clay layer. The standard penetration tests (SPT) for the sand layer,
increases with depth from 8 to 35 blows per foot.
Twelve micropiles were installed at the test site. The deflection of each pile was
measured with two dial gauges, one mounted above the other along the length of each
pile head. Seven strain gages were used to measure the bending moments along each pile.
The lateral load was applied by pulling two piles together. Most of the tests were limited
by the travel of the loading jacks.
In the case of the structural test, a 10 ft long section of micropile was filled with
grout and allowed to cure at the site for 28 days before testing in the lab. The pile showed
linear behavior up to 212.5 kips applied load. The modulus of rigidity of 5.0 x 106 in2-
kip was obtained from the linear part of the plot. The moment versus curvature
relationship for the linear part of the loading curve yields a modulus of rigidity of 5.28 x
106 in2-kip.
The load-displacement relationships measured in the field were in general
agreement with load-displacement relationship predicted using LPILE. When differences
occurred, Long (2004) gave the following reasons: soil strength in the field was lower
than strength used in LPILE, bending stiffness/strength in the field was lower than
assumed in LPILE, and the p-y curves for micropiles may need to be adjusted.
Moreover, two tests terminated prematurely due to rotation of the threaded joints.
Richards and Rothbauer (2004) reported the results of lateral load tests on eight
projects that utilized 9.6 in. diameter micropiles. The paper compared the lateral test
results to predictions using LPILE, NAVFAC, and the Characteristic Load Method
(CLM). The intent was to demonstrate that micropiles and micropile groups can be
25
designed to support lateral loads. Their conclusions show micropiles show less deflection
than predicted due to typical conservatism in assigned soil parameters or neglecting
passive surcharge due to the top of the pile being below ground surface and that the
analysis of micropiles for lateral load is sensitive to the soil properties in the upper 10 to
20 feet of micropile.
26
CHAPTER 3 PRELIMINARIES
This chapter covers information and analysis that sets the stage for the research
load testing.
3.1 Coordinating NCDOT Bridge Replacement Project
As stated previously, the research was conducted in conjunction with a bridge
replacement project in northwestern North Carolina. There were originally several bridge
replacement projects considering micropile foundation alternatives. It turned out that
B4012 in Ashe County was the candidate project with the best overall timing. The
vicinity map is shown in Figure 3.1.
Figure 3.1 Map showing general location of B4012
Bridge 117, shown in Figure 3.2, crossed the North Fork of the New River on SR
1118 (Sutherland Road). The original bridge was single span, i.e. no piers, and the end
bents were founded on timber piles. The replacement bridge would be longer due to a
much larger hydraulic opening based on scour and would require two interior bents along
27
with two end bents. Foundations considered for the replacement bridge included drilled
shafts, pile excavation, and micropiles. The decision to proceed with micropiles was
made by the NCDOT based upon cost.
Figure 3.2 Photographs of bridge 117 on SR 1118
The pile sections chosen for the bridge design were 10.75" OD casings. The wall
thickness was 0.5". The contractor chose to use duplex drilling for installation. The
micropile design followed the current NCDOT specification of 10 feet of casing
penetration, plunge, into rock with an additional 5 feet of bond into the rock. The
contractor chose to not use a central bar and instead extended the casing the full length of
the pile.
3.2 Site Conditions
Ashe County is located near the North Carolina – Tennessee Border just northwest of
Boone, NC. The site is situated adjacent to the new bridge where the elevation is roughly
3200 ft. The soil profile of the test area is approximately 5 ft. of roadway fill over
another 5 ft of residual soil. Below the residual is weathered biotite gneiss transitioning
to crystalline biotite gneiss with depth. The soil profile is shown in Figure 3.3.
28
Figure 3.3 Soil profile at the load test location 3.3 Preliminary Numerical Models and Other Calculations
A starting point with the research was to develop preliminary models of field and
laboratory tests such that the loads testing methods could be better defined and the proper
instrumentation procured. This complements limitation imposed on the work by
construction methods, time constraints, and financial limits.
3.3.1 Preliminary Numerical Micropile Load Test Models
It was necessary to know the load-moment-deflection behavior of the field
micropiles. FB-Multipier (BSI, 2010) was used to simulate representative load
configurations to predict the needed capacity of load frames, displacement sensors, load
cells, and hydraulic jacks. This included the different scenarios of micropile length and
rock plunge. Soil and rock property correlations and estimates were based upon borings
made at the site and estimated rock parameters. There was between 5 and 10 feet of
overburden soil with an average estimated friction angle = 35 degrees, unit weight = 110
pcf and modulus of subgrade reaction = 25 pci. The rock had an estimated unconfined
strength of 29 ksi based on RQD and experience in similar rock. The p-y curves by
29
Reese et al. (1974) were used for the overburden soil, while curves developed by McVay
and Niraula (2004) were used for the rock. Multiple section micropile models accounted
for the impact of the threaded joints. Soil and rock property correlations and estimates
were based upon borings made at the site and estimated rock parameters. Key to these
simulations was the feature in FB-Multipier to model deep foundations as segments. In
this case, the micropiles were represented by one of two models. The first model was for
the 6.3 ft. unmachined portion of the micropile casing. The second model represented the
casing joint which includes the 0.2 ft portion of the adjoining piles that are machine
threaded. The estimated properties of the micropile materials were f’c = 4 ksi and Ec =
2000 ksi for the grout and fy = 80 ksi and Es = 30000 ksi for the casings. In order to
initially account for the impact of the casing joint, the thickness of the steel was reduced
in the joint segments to 0.2 in. A simple model was devised with three casing sections
and two joints. The soil profile was 10 ft of general soil underlain by hard rock with the
top of the micropile 2 ft above the ground surface. Results of this model show that the
upper joint begins to fail at a lateral load of approximately 26.6 kips. Additional lateral
loading causes the model to become unstable.
The analysis was extended to a micropile bent. The bent was composed of 4
micropiles with the same material properties and dimensions as the single pile analyzed
previously. The micropiles were spaced at 10 feet center to center. The cap was modeled
as a solid concrete member that 408” x 33” x 30”. The tops of the micropiles were
assumed to be at the center of the pile cap. In order to prevent rotation and simulate the
likely field load testing setup, the loads were applied at two locations. Figure 3.4 shows
30
the micropile and micropile bent models and loading. The load deflection, pile head and
bending moment profiles are shown in Figures 3.5 and 3.6.
Figure 3.4 FB Multipier model for single micropile
Figure 3.4 FB Multipier models for individual micropile and micropile bent
31
0 2 4 6 8 10 12 14 16 18
-10
12
34
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
25 k
ips
26 k
ips
27 k
ips
Join
t
Roc
klin
e
0 2 4 6 8 10 12 14 16 18
-50
050
100
150
200
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
25 k
ips
26 k
ips
27 k
ips
Join
t
Roc
klin
e
051015202530
01
23
4
Lateral Load (kips)
Def
lect
ion
at L
oad
Poin
t (in
)
Figu
re 3
.5 T
he P
relim
inar
y di
spla
cem
ent-d
epth
, ben
ding
mom
ent-d
epth
, and
top
disp
lace
men
t of a
typi
cal m
icro
pile
sect
ion
32
0 2 4 6 8 10 12 14 16 18 20
-10
12
34
Depth (ft)H
oriz
onta
l Dis
plac
emen
t (in
)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
102
kips
Join
t
Roc
klin
e
0 2 4 6 8 10 12 14 16 18 20
-50
050
100
150
200
250
300
Depth (ft)
Ben
ding
Mom
ent (
k*ft
)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
102
kips
Join
t
Roc
klin
e
020406080100
120
01
23
Lateral Load (kips)
Gro
undl
ine
Def
lect
ion
(in)
F Fi
gure
3.6
Pre
limin
ary
disp
lace
men
t-dep
th, b
endi
ng m
omen
t-dep
th, a
nd to
p di
spla
cem
ent o
f a ty
pica
l mic
ropi
le fr
om a
4 p
ile b
ent
33
3.3.2 Laboratory Preliminary Load Tests Models
Similar to the field testing program, prediction of the laboratory test behavior was
a necessary step in planning and executing the research program. The optimum load
configuration utilizing the existing equipment in the laboratory was four point bending.
This all allowed for a constant bending moment to be applied across a centrally located
joint. In this case, the bending was modeled using simple linear elastic theory. This
means that any loss of stiffness due to the joint was not modeled. The configuration is
shown in Figure 3.7.
Figure 3.7 Idealized four point loading diagram.
For the case of a simply supported beam with two equal concentrated loads
symmetrically placed, four point flexure, the displacements of the section are expressed
as:
Δ= EIxaLaPx
6)33( 22 −−
for 0≤ x ≤ a (3.1)
34
Δ(x) =EI
axxLPa6
)33( 22 −− for a≤ x ≤ (L-a) (3.2)
Δ(x) =EI
LxxLLaaxLP6
)233)(( 222 −++−−
for (L-a) ≤ x ≤ L (3.3)
Δ (max) =EI
aLPa24
)43( 22 − at center (L/2) (3.4)
The moments of the section are expressed as:
M (max) = P*a (between the loads) (3.5)
Mx = P*x for 0≤ x ≤ a (3.6)
Mx = P*a for a≤ x ≤ (L-a) (3.7)
Mx = P*(L-x) for (L-a)≤ x ≤ L (3.8)
The maximum stress for the section is expressed as:
σmax = |M (max)| IC = |
ZPa | (3.9)
Where
Δ = the deflection in inches,
P = point load in kips,
L = length of the pile in feet,
x = location of the moment or deflection, in feet
a = location of the loads
M = moment at any location
σ = Stress of the beam section
EI = flexural rigidity of the micropile and grout section.
35
The properties of the micropile section that were used in the preliminary analysis
of the field sections were substituted Figure 3.8 shows the bending moments and
deflections for arbitrary loads. The results shown would be for an integral section, thus
are an upper bound approximation.
0
50
100
150
200
250
300
0 1 2 3 4 5
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips150 kips200 kips300 kipsJoint
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
0.18
0.2
0 1 2 3 4 5
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
200 kips
300 kips
Joint
Figure 3.9 Theoretical four point bending behavior for an integral section
36
CHAPTER 4 FIELD LATERAL LOAD TESTING PROGRAM
4.1 Background
NCDOT secured funding for the use of micropiles on new bridge foundations
through the FHWA Innovative Bridge Research and Deployment Program (IBRD). The
funding was used to install micropiles specifically for lateral load testing. When the
project was envisioned, and the corresponding bridge project was let, a schedule of
micropiles was proposed. The testing arrangement was designed after careful
consideration of previous research, existing conditions, available funds, and research
objectives. The general strategy for the test setup was to provide a means to apply
concentrated load at the top of the pile while measuring force, deflection, and bending
moment. Sixteen micropiles would be constructed to perform 9 lateral load tests
including a group load test with a cast concrete cap. The original drawing from the
bridge plans is Figure 4.1 and the corresponding load test plan is Figure 4.2.
When construction began in August of 2009, several impediments to constructing
the piles in the proposed configuration appeared. The three primary obstacles were the
position of the new bridge and other infrastructure, the proximity of right of way to the
new construction, and overhead utilities. The original 4x4 plan was eventually split into
three groups: 2x2, 2x2, and 4x2. An as built mock plan of the load test groupings is
shown in Figure 4.3. This change necessitated the reconfiguration of most and
elimination of three of the proposed load tests. For simplicity, the pile numbering was
kept the same. As construction method was up to the contractor, full depth casing was
used rather than central bars for all piles installed at the site. The amended load test plan
is shown in Figure 4.4.
37
Figu
re 4
.1 P
ropo
sed
layo
ut
38
Micropile Description 1* 2’ Stickup, Casing plunge 1ft 2* 2’ Stickup, Casing plunge 2 ft 3* 2’ Stickup, Casing plunge 5 ft 4† 2’ Stickup, Spec pile, no rebar 5 – 8† Spec micropile, one casing
section above ground, joint exposed, formed cap
9 - 12† Spec micropile, one casing section above ground, joint exposed
13* 2’ Stickup, Casing plunge 1 ft 14* 2’ Stickup, Casing plunge 2 ft 15* 2’ Stickup, Casing plunge 5 ft 16 2’ Stickup, Spec pile, no rebar *no bond length below casing †5 ‘ bond length below casing
Load Test Description A Pull 1’ plunge against 2’ plunge B Pull 5’ plunge against nobar E Pull 1’ plunge against spec F Pull 2’ plunge against spec G, Pull 5’ plunge against spec H Pull no bar against spec I, J Pull two spec piles above joint,
not to failure X Pull group with cap against
frame (A cap will be cast around 5-8 to create a “bent.” Soil will be excavated around 5-8 to simulate scour condition)
Figure 4.2 Proposed micropile load test layout
E
F
G
H
A
B
X
13
14
15
16
9
10
11
12
5
6
7
8
1
2
3
4
I
J
Inclinometer Casing Strain Gages
39
Figu
re 4
.3 A
s-bu
ilt la
yout
40
Figu
re 4
.4 A
ctua
l mic
ropi
le lo
ad te
st la
yout
Load
Tes
t D
escr
iptio
n A
Pull
1’ p
lung
e ag
ains
t 1’ p
lung
e B
Pull
2’ p
lung
e ag
ains
t 2’ p
lung
e E
Pu
ll 5’
plu
nge
agai
nst 5
’ plu
nge
F
Pull
10’ p
lung
e ag
ains
t 10’
plu
nge
I
Pull
10’ p
lung
e pi
les n
ot to
failu
re
X
Pu
ll gr
oup
with
cap
aga
inst
fram
e (A
cap
w
ill b
e ca
st a
roun
d 5-
8 to
cre
ate
a “b
ent.”
So
il w
ill b
e ex
cava
ted
arou
nd 5
-8 to
si
mul
ate
scou
r con
ditio
n)
*all
pile
s no
bond
leng
th b
elow
cas
ing
and
cent
er re
bar
Mic
ropi
le D
escr
iptio
n*
1 C
asin
g pl
unge
1ft
2 C
asin
g pl
unge
2 ft
3
Cas
ing
plun
ge 5
ft
4 C
asin
g pl
unge
10
ft 5
– 8
Spec
mic
ropi
le, o
ne c
asin
g se
ctio
n ab
ove
grou
nd, j
oint
exp
osed
, fo
rmed
cap
9
- 12
Spec
mic
ropi
le ,
one
casi
ng se
ctio
n ab
ove
grou
nd, j
oint
exp
osed
13
C
asin
g pl
unge
1 ft
14
C
asin
g pl
unge
2 ft
15
C
asin
g pl
unge
5 ft
16
C
asin
g pl
unge
10
ft
41
4.2 Test Micropiles
The micropiles were installed by Wurster Engineering using a duplex drilling rig
manufactured by Klemm. The contractor was allowed to choose the design to meet the
performance specification. Therefore, in order to simplify the construction, a full depth
casing was used in lieu of a central reinforcing bar in all piles installed for the bridge and
load tests.
Installing piles to prescribed depths accounting for the rock was somewhat of a
challenge. The contractor was instructed to socket the piles into rock based upon the plan
and schedule shown in Figures 4.3 and 4.4, respectively. Therefore even though the pile
load tests were between two piles with the same socket depth, the pile load points may
vary by as much as a foot, due to the perceived rock depth.
All micropiles were composed of 6.5 ft. segments, 10.75 in. diameter, and 0.5 in.
wall thickness. Since casing plunge into rock was a specification, and the rock layer was
inconsistent, the number of casings needed to construct the piles was variable. However,
every effort to make the new test pairs as similar as possible was made. Table 4.1 lists
the piles and their general attributes.
4.3 Instrumentation and Apparatus
The behavior of the micropiles was measured by creating boundary conditions
that could either be controlled or measured. This included devising load systems and
instrumentation to measure load, strain, and displacement in a similar fashion to the
systems used by Long et al. (2004), Rollins and Sparks (2002), and Rollins et al. (2005)
following ASTM D3966.
42
TABLE 4.1 Schedule of Lateral Pull Tests on Identical Micropiles
Pile
Number of
Casings
Total Length
(ft)
Plunge in Rock
(ft)
Pile Top Above Ground Surface
(ft )
Pile Top Above Load
Point (ft)
Top of Inclinometer
Casing Above Pile Top
(ft) 1 1 6.5 1 2.9 2.7 0.0 2 2 13 2 4.4 2.1 2.0 3 2 13 5 3.8 1.8 1.8 4 3 19.5 10 2.7 1.7 0.5 5 3 19.5 10 1.7 0.4 0.5 6 3 19.5 10 2.3 1.0 0.5 7 3 19.5 10 2.4 1.2 0.5 8 3 19.5 10 2.2 0.9 0.5 9 3 19.5 10 -- -- -- 10 3 19.5 10 1.5 1.7 0.3 11 3 19.5 10 1.8 1.3 0.7 12 3 19.5 10 -- -- -- 13 1 6.5 1 1.6 1.4 0.0 14 2 13 2 4.5 2.0 2.0 15 2 13 5 4.0 1.8 2.0 16 3 19.5 10 3.7 2.4 0.7
4.3.1 Loading Frame
A simple load frame was constructed to simultaneously load two single piles by
pulling them together. Two key aspects of the design of this frame were economy and
portability. The initial design was based heavily upon that presented by Long et al
(2004). Load tests A and B were conducted using the first version of the frame.
Problems with the frame resulted in failure of the frame before the completion of load
test B. The load frame was then returned to the shop for redesign. The final reaction
system consisted of two steel channels that were pulled together using high strength steel
all-thread bars. Two “jaws” were manufactured to centralize the load on the pile tops.
These jaws had a small amount of articulation against the channels to allow pile top
rotation during large deflections. Figure 4.5 displays a drawing and photograph of the
load frame used for loading the single piles.
43
120"
MP #16 MP #4
Load Frame
Hydraulic Jacks
Load Cell
1
2
Figure 4.5 Load testing frame
Instead of a loading frame, the group test was performed by pulling a four
micropile group with a cast concrete cap against a four micropile group with a steel
reaction beam. The same actuators and instrumentation that was used in the single pile
tests was used for the group.
4.3.2 Jacks and Hydraulic Pump
Preliminary analysis predicted up to five inches of deflection at the pile tops
before failure. The capacity required to perform the group load test was on the order of
50 kips at two locations (100 kips total). In addition, an early decision was made to
perform the load tests by pulling, not pushing, so center-hole double acting jacks were
44
required. Therefore, two identical Enerpac #RRH-301060 kip long stroke hydraulic
center-hole jacks were used pull the all thread bars. The jacks were connected to an
Enerpac ZU4 Class ZU4408JB pump fitted with a manifold and valves to provide equal
pressure to both jacks. The center-hole jacks and hydraulic pump are shown in Figure
4.6.
Figure 4.6 Enerpac jacks and pump
4.3.3 Load Cells and Pressure Gauge
Load cells were used to measure the force applied to the single pile load frame as
well as the pile bent at the cap. The predicted capacity required was just above 50 kips
for each load cell. Due to cost limitations and delivery issues, 50 kip load cells were
selected with the assumption there would be some overload capacity available. Two
Omega LCHD-50K load cells used for the testing. A redundant measurement for the load
cells was made using a pressure transducer in line with the hydraulic jacks. The pressure
transducer was manufactured by Entran model number EPO W31 10KP with a maximum
capacity of 10,000 psi. The load cell and pressure transducer are shown in Figure 4.7.
45
Figure 4.7 Omega load cell and Entran pressure transducer
4.3.4 Potentiometers
Displacements of the pile heads were monitored using Celesco SP1-25 string
potentiometers, like the photos shown in Figure 4.8. The body or reel housings were
attached to a fixed wood reference frame that was erected between the test piles during
each load test. A pair of threaded eyes was attached by drilling and tapping each pile at
the measurement locations. Filament was used to connect the threaded eyes to the
potentiometer strings. Examination of the potentiometer data for load tests B, E, and F
revealed some interference that was not anticipated. These measurements have been
considered suspect for those tests and discarded. The potentiometer results for Tests I
and X did not show the same interference.
Figure 4.8 SP1 string potentiometer by Celsco
46
4.3.5 Inclinometer
Inclinometer measurements were used to determine pile deflection and rotation
with depth for selected load increments for all micropiles except 9 and 12. In addition,
the inclinometer provided a redundant measurement with the potentiometers at the pile
heads. Inclinometer casings were installed in all micropiles. The inclinometer casings
were placed in the micropiles after pressure grouting. A centralizer made from a slotted
PVC pipe that was heated and deformed into a Chinese lantern shape was used to
position the inclinometer casings in the center of the micropiles. The inclinometer casing
was filled water prior to grouting to overcome buoyancy so the casing did not float out of
the pile. The primary measuring axis of the inclinometer casings was aligned with the
direction of the load and pile movement.
The inclinometer probe used in this study was a model 6000 manufactured by
Geokon. Measurements were made across the A-A axis and doubled for precision. The
casings were model QC manufactured by Slope Indicator. Data for each survey was
stored using a GK 603 readout box. Reduction of the inclinometer data was handled
using a spreadsheet developed by the PI. The inclinometer, readout, and casing used for
the test are shown in Figure 4.9.
Figure 4.9 Geokon 6000 probe with 603 readout box and QC casing by Slope Indicator
47
Bending moments were computed based upon the inclinometer measurements.
Bear in mind that this required a double derivative of the displacement. The bending
moment (M) in each of the micropile was computed from the inclinometer data based on
the method published by Ooi and Ramsey (2003). Changes in incremental deviations (Δ)
from the initial values are written as:
ΔA = IDA - IDAi (4.1)
ΔB = IDB – IDBi (4.2)
ΔC = IDC – IDCi (4.3)
Deflection = (0.0003* Δ*L) (4.4)
Curvature (κ) = 2CBA
L)*2( ψ+ψ−ψ (4.5)
ψ A = ΔA, (4.6)
ψ B = ψ A + ΔB (4.7)
ψC = ψ B + ΔC (4.8)
Bending Moment (M) = EI*κ (4.9)
EI = (EI)micropile section + (EI) grout (4.10)
Where: Δ = change in inclinometer reading
i = initial value
κ = curvature (ft-1)
ψ = cumulative deviations
L = distance between readings (2ft)
E = Young’s modulus of the specified material and
I = moment of inertia of the specified material.
48
4.3.6 Strain Gauges
Installing strain gauges in a micropile section that installed using duplex drilling
was virtually impossible without hindering construction and losing most of the
instrumentation. It was not possible to install the gauges on the piles themselves.
Therefore, the micropiles were instrumented much like a drilled shaft using sister bars.
The micropiles for test I and the micropiles in the bent were outfitted with Geokon model
4911 vibrating wire sister bar strain gauges, shown in Figure 4.10, at 2.5 ft intervals of
depth to measure strain concurrent with load and displacement. These rebar strain meters
were embedded in concrete or in this case grout.
Figure 4.10 Geokon model 4911 sister bar strain meter
The strain gauges, measured both tensile strain (+) and compressive strain (-) as
the load is applied. The output of the strain gauges reading was frequency which was
converted to strain using the following equations.
Digit = 0.001*(frequency)2 (4.11)
Raw Strain = 4.062*digit (4.12)
Apparent Strain = Raw Strain*Gauge Factor (4.13)
The difference in the tensile and compression strains divided by the distance between the
strain gauges is the curvature.
κ = h
CT )( εε −
(4.14)
49
The curvature was then used to calculate the bending moment versus depth curves based
on the formula:
M = EIh
)(EI CT κ=ε−ε
(4.15)
Where εT = tensile strain (+)
εC = compressive strain (-)
h = horizontal distance between gauges spaced at equal but opposite
distances from the neutral axis
EI = (EI)micropile section + (EI) grout infill
GF = the gauge factor for each of the strain gauge,
E = Young’s modulus of the specified material and
I = moment of inertia of the specified material.
The rebar strain meters were overlapped and tied together with wire ties to make a
continuous string of seven gauges spaced at 2.5 foot intervals. The resulting strings were
20 feet long. These gauge strings were wire tied to the centralizers that were attached to
the inclinometer casings. The intent was to push the strain gauges to the grout/casing
interface, such that bending moments measured would be close to those in the casing.
Photographs of an assembled cage are shown in Figure 4.11. The cages were placed
inside the micropiles after pressure grouting. The winch on the drill rig was used to raise
the casing vertical. The tight fit of the centralizers made it necessary for two people to
push the cage into the piles. Friction between the centralizers and the casings along with
the weight of the gauges held them in place. The gauge strings were oriented with the
direction of loading/pile movement.
50
+
Figure 4.11 Instrumentation cages
51
4.3.7 Data Acquisition
Data for the load test was acquired and stored using a Campbell Scientific
CR1000 Datalogger. The CR1000 Datalogger is a self-contained data acquisition system
that contains a microprocessor and storage such that is can function without being
connected to a computer. The CR1000 has 16 channels (8 differential) that can measure
a maximum of ± 5 volts, but can be expanded using multiplexers. There is 4MB of data
storage onboard that can be expanded using a compact flash card to capacities on the
order of gigabytes.
The load cells, potentiometers, and pressure sensor were all analog sensors
connected directly to the CR1000. All sensors were powered using external power
supplies. The load cells and pressure cell were excited at 10 volts. The potentiometers
were powered at 5 volts. The vibrating wire strain gauges were connected to a through
a 16 channel multiplexer model AM16/32 to a module that provided the vibrating wire
frequency, AVW200. The AVW200 sent the vibrating wire signal, determined, the
resonant frequency, and controlled the multiplexer. Thus, the output was a data stream
that was connected to the CR1000 through one of two RS232 type COM ports.
During the single pile load tests, a single Datalogger was used to record output
from the load cells, potentiometer, and backup pressure gauge. During load tests I and X
two synchronized Dataloggers were used to read the analog and vibrating wire
measurements, respectively.
4.4 Single Micropile Load Tests
Presented in this section is the summary of the results and plots of the single
micropile lateral load tests. Table 4.2 contains the schedule followed for the load tests.
52
TABLE 4.2 Schedule of field load tests
Date Load Test Piles
Number of Casings
Rock Plunge
(ft) Strain
Gauges 11/16/09 A 1 & 13 1 1 No 11/24/09 B 2 & 14 2 2 No 11/24/09 E 3 & 15 2 5 No 11/24/09 F 4 & 16 3 10 No 11/25/09 I 10 & 11 3 10 Yes 12/10/09 X 5, 6, 7, 8 3 10 Yes
4.4.1 Test “A” Pull 1.0 ft Embedment Against 1.0 ft Embedment
When these test piles were installed, the result was a single 6.5 ft casing that was
embedded about 1.0 ft into what was thought to be rock at the time as shown in Figure
4.12 There were also issues with the initial load test that required a retest of these piles.
Regardless, these piles immediately rotated in the socket and failed progressively, unable
to maintain load for any amount of time. No graphical results were reported.
Micropile #1
Rock
Soil
4.5"
12"
2.5"
Micropile #13
47"
12"
Ground
Surface
20.5"
12"
2.5"
31"
12"
Inclinometer Casing
120"
MP #1 MP #13
Load Frame
Hydraulic Jacks
Load Cell
1
2
Potentiometer
A
B
C
D
53
Figure 4.12 Load test A micropiles 1 and 13 4.4.2 Test “B” Pull 2.0 ft Embedment Against 2.0 ft Embedment
These test piles consisted of two 6.5 ft micropile casings. The tips of these piles
were embedded 2.0 ft into the underlying rock. These piles were initially tested, but
problems with the load frame prevented load to failure. A sketch of the test configuration
is shown in Figure 4.13. This test was repeated after reconfiguring the load frame.
Figures 4.14 and 4.15 show the load displacement response with depth and at the top of
both piles. There was excessive lateral displacement of pile 14 until structural failure
around 30 kips. Figure 4.16 shows photographs of the failure pile 14.
4.4.3 Test “E” Pull 5.0 ft Embedment Against 5.0 ft Embedment
Pile for test E consisted of two 6.5 ft micropile casings. The tips of these piles
were embedded 5 ft into the underlying rock, as shown in Figure 4.17. The load test was
conducted without incident. The load deflection response is shown in Figures 4.18 and
4.19. The load test ended with an abrupt failure of pile 15. Figure 4.20 contains
photographs of pile 15 after the test was completed.
4.4.4 Test “F” Pull 10.0 ft Embedment Against 10.0 ft Embedment
Three 6.5 ft casing sections were used to construct test piles for load test F. The
tips of these piles were embedded 10 ft into the underlying rock. The test setup is shown
in Figure 4.21. The load test ended with an abrupt failure of pile 16. This is evidenced in
Figures 4.22 and 4.23 that show the load deflection response. Pile 16 was exhumed post
test to verify failure at the joint as shown in Figure 4.24.
54
A
B
C
D
Micropile #14
Rock
Soil
13.5"
12"
5.5"
Micropile #2
101"
24"
Ground
Surface
12"
7.5"
100.5"
24"
Inclinometer Casing
12"
24" 24"
120"
MP #14 MP #2
Load Frame
Hydraulic Jacks
Load Cell
1
2
Potentiometer
A
B
C
D
Figure 4.13 Load test B micropiles 2 and 14
55
0
2
4
6
8
10
12
14
-1 0 1 2 3
Dep
th (f
t)
Horizonal Displacement(in)
5 kips
10 kips
15 kips
20 kips
30 kips
40 kips
50 kips
Final
Joint
Rockline
Micropile #14
0
2
4
6
8
10
12
14
-1 0 1 2 3
Dep
th (f
t)
Horizonal Displacement (in)
5 kips
10 kips
15 kips
20 kips
40 kips
50 kips
Final
Joint
Rockline
Micropile #2
Figure 4.14 Inclinometer deflection for load test B.
0
10
20
30
40
50
60
0 0.5 1 1.5 2
Load
(kip
s)
Deflection at Load Point (in)
Micropile #2 Micropile #14
Figure 4.15 Top load deflections for load test B.
56
(a)
(b)
Figure 4.16 Failure of pile 14
57
Micropile #15
Rock
Soil
10"
12"
4"
Micropile #3
70"
60"
Ground
Surface
12"
4"
70"
60"
Inclinometer Casing
10"
21" 24"
120"
MP #15 MP #3
Load Frame
Hydraulic Jacks
Load Cell
1
2
Potentiometer
A
B
C
D
Figure 4.17 Load test E micropiles 3 and 15
58
0
2
4
6
8
10
12
14
-1 0 1 2 3
Dep
th (f
t)
Horizonal Displacement (in)
10 kips
20 kips
30 kips
40 Kips
Final
Joint
Rockline
Micropile #3
0
2
4
6
8
10
12
14
-1 0 1 2 3
Dep
th (f
t)
Horizonal Displacement (in)
10 kips
20 kips
30 kips
40 kips
Final
Joint
Rockline
Micropile #15
Figure 4.18 Inclinometer deflection for load test E.
0
5
10
15
20
25
30
35
40
45
0 0.5 1 1.5 2
Load
(kip
s)
Deflection at Load Point (in)
Micropile #3 Micropile #15
Figure 4.19 Top load deflections for load test E.
59
(a)
(b)
Figure 4.20 Failure of pile 15
60
Micropile #16
Rock
Soil
8.5"
12" 6"
Micropile #4
87.5"
120"
Ground
Surface
12"
8"
77.5"
120"
Inclinometer Casing
16.5" 6"
8"
120"
MP #16 MP #4
Load Frame
Hydraulic Jacks
Load Cell
1
2
Potentiometer
A
B
C
D
Figure 4.21 Load test F micropiles 4 and 16
61
0
2
4
6
8
10
12
14
16
18
20
-1 0 1 2 3 4
Dep
th (f
t)
Horizonal Displacement (in)
10 kips
20 kips
30 kips
Final
Joint
Rockline
Micropile #16
0
2
4
6
8
10
12
14
16
18
20
-1 0 1 2 3 4
Dep
th (f
t)
Horizonal Displacement (in)
10 kips
20 kips
30 kips
Final
Joint
Rockline
Micropile #4
Figure 4.22 Inclinometer deflection for load test F.
0
5
10
15
20
25
30
35
40
45
0 0.5 1 1.5 2
Load
(kip
s)
Deflection at Load Point (in)
Micropile #4 Micropile #16
Figure 4.23 Top load deflections for load test F.
62
(a)
(b)
Figure 4.24 Failure of pile 16
63
4.4.5 Test “I” Pull 10.0 ft Embedment Against 10.0 ft Embedment Not to Failure
These test piles consisted of three 6.5 ft micropile casings. The tips of these piles
were embedded 10.0 ft into the underlying rock. Figure 4.25 shows plan and elevation
views of the load test. The piles were not tested to failure by design, such that they could
be used for reaction piles for the group test. The response is similar to the initial loads of
test F. The goal was to document the load moment response of single micropiles using
the sister bar strain gauges instead of welding strain gauges to the pile segments. The
load deflection response along with the measured bending moments are shown in Figures
4.26 and 4.27. The measured moment response shown in Figure 4.28 looked reasonable
when compared to the profile and magnitude determined from the FB-Multipier
simulations.
4.5 Micropile Group Lateral Load Test
The initial lateral load test on the micropile bent began on 12/1/2009 at about 3:30
pm after five hours of preparation. As documented previously in Figures 4.3 and 4.4,
micropiles number 9-12 are the reaction piles and 5-8 are the test micropiles. The
overburden soil on the north side of the pile bent was removed down to the rockline to
simulate scour for the interior bent of a typical bridge. The lateral force was applied at the
center of the cap using two prestressing cables that were passed through pvc pipes cast
through the pile cap. A stiffened beam was placed behind the reaction micropiles and
anchor plates were used to distribute the reaction force at prestressing chucks placed on
the cables. On the pile cap side, jacks pushed against the load cells with prestressing
chucks. About two hours into the test, at a load of 40 kips, 5:25 pm, the reaction system
began to fail. Testing was stopped in order to address the problem.
64
65
Micropile #11
Rock
Soil
8"
12"
2"
Micropile #10
92"
120"
Ground
Surface
12"
2"
96.5"
120"
Inclinometer Casing
3.5" 3" 8"
120"
MP #11 MP #10
Load Frame
Hydraulic Jacks
Load Cell
1
2
Potentiometer Strain Gage
A
B
C
D
Figure 4.25 Load test I micropiles 10 and 11
66
0
2
4
6
8
10
12
14
16
18
20
-0.5 0 0.5 1 1.5
Dep
th (f
t)
Horizonal Dispacement(in)
10 kips
20 kips
30 kips
Joint
Rockline
Micropile #10
0
2
4
6
8
10
12
14
16
18
20
-0.5 0 0.5 1 1.5
Dep
th (f
t)
Horizonal Displacement(in)
10 kips
20 kips
30 kips
Joint
Rockline
Micropile #11
Figure 4.26 Inclinometer deflection for load test I.
0
5
10
15
20
25
30
35
40
0 0.5 1
Load
(kip
s)
Pile Top Deflection (in)
Micropile #10
Micropile #11
0
5
10
15
20
25
30
35
40
0 0.5 1
Load
(kip
s)
Deflection at Load Point (in.)
POTA Micropile 10
POTC Micropile 11
a) b)
Figure 4.27 Top load deflections for load test I based on a) inclinometer and b) potentiometer measurements.
67
0
2
4
6
8
10
12
14
16
18
20
-50 0 50 100 150
Dep
th (f
t)
Bending Moment (k-ft)
5 kips
10 kips
15 kips
20 kips
25 kips
30 kips
35 kips
Joint
Rockline
Micropile #10
0
2
4
6
8
10
12
14
16
18
20
-50 0 50 100 150D
epth
(ft)
Bending Moment (k-ft)
5 kips
10 kips
15 kips
20 kips
25 kips
30 kips
35 kips
Joint
Rockline
Micropile #11
Figure 4.28 Bending moment profiles from stain gauges for test I.
A week later, a pair of deep beams was supplied by the general contractor to
provide additional reaction. Two 2 ft long micropiles sections were also acquired to stub
up piles 10 and 11.The second attempt at the group test began on 12/10/2009 at about
12:45 pm. The load was applied in 10 kip increments and maintained for a period of
about 10 minutes for each load increment to allow for creep. Inclinometer tests for each
of the piles in the group were performed at 2 ft intervals for every other loading
increment. Figures 4.29 through 4.34 show drawings of the pile and instrumentation
setup for the group load test. The test was stopped when the reaction micropiles and
prestressing cable yielded, therefore exceeding the stroke of the loading hydraulic jacks.
68
Figure 4.29 Plan view cap group
Figure 4.30 Elevation view of cap showing placement of potentiometers
69
Micropile #8
Rock
Soil
Ground
Surface
6"
84"
120"
Inclinometer Casing
18"
Potentiometer
Strain Gage
6"
Micropile #12
Excavation
E
F
Figure 4.31 section A showing micropile #8
70
Micropile #7
Rock
Soil
Ground
Surface
15"
84"
120"
Inclinometer Casing
Potentiometer
Strain Gage
15"
Micropile #11
Excavation
Figure 4.32 section B showing micropile #7
71
Micropile #6
Rock
Soil
Ground
Surface
6"
84"
120"
Inclinometer Casing
9"
Potentiometer
Strain Gage
6"
Micropile #10
Excavation
9" C
D
Figure 4.33 Section C showing micropile #6
72
Micropile #5
Rock
Soil
Ground
Surface
6"
88"
120"
Inclinometer Casing
18"
Potentiometer
Strain Gage
6"
Micropile #9
Excavation
A
B
Figure 4.34 Section D showing micropile #5
73
Figure 4.35 shows horizontal displacement versus depth (below top of pile)
curves for the micropiles in the bent calculated from the inclinometer measurements.
Figure 4.36 shows the deflection near the load point at the centerline of the cap based on
both inclinometer and potentiometer measurements. Pile 5 was not included since the
first inclinometer point was below the below the pile cap due to a construction defect.
The bending moment profiles for several load steps are shown in Figure 4.37.
4.6 Discussion of Load Test Results
By design, tests B, E, and F were carried out to failure of the micropile section.
In terms of load and deflection and response, most of the displacement appeared to occur
above the casing joint. The rockline was only a factor for test A, where the pile rotated in
the socket. The top load deflection response tracked with the inclinometers showed fairly
linear response. The unfortunate consequence of the poor potentiometer data was that
there exact displacement at failure was not available. However, in tests B and E, the final
inclinometer test was conducted just before the failure load was applied. In test F, the
response was extrapolated to get a linear approximation of the failure load and deflection.
These tests all ended with an abrupt failure of the upper casing joint. When comparing
these load tests to the original FB-Multipier model, the tests failed in a rather brittle
fashion, while the FB-Multipier model showed more ductile behavior, yielding before
failure. The failure loads and top deflections are summarized in Table 4.2.
Load test I was similar to load test F except the piles were instrumented with
strain gauges, and the test was not conducted to failure, as the piles would be part of the
reaction for the group load test. The test was halted at about 35 kips since the others
failed at around 40 kips. The peak bending moment measured in piles 10 and 11 was
74
0 2 4 6 8 10 12 14 16 18 20
-0.5
00.
51
1.5
Load (kips)
Hor
izon
al D
ispl
acem
ent (
in)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
Fina
l
Join
t
Roc
klin
e
Mic
ropi
le #
8
0 2 4 6 8 10 12 14 16 18 20
-0.5
00.
51
1.5
Load (kips)
Hor
izon
al D
ispl
acem
ent (
in)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
Fina
l
Join
t
Roc
klin
e
Mic
ropi
le #
6
0 2 4 6 8 10 12 14 16 18 20
-0.5
00.
51
Load (kips)
Hor
izon
al D
ispl
acem
ent (
in)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
Fina
l
Join
t
Roc
klin
e
Mic
ropi
le #
5
0 2 4 6 8 10 12 14 16 18 20
-0.5
00.
51
1.5
Load (kips)
Hor
izon
al D
ispl
acem
ent (
in)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
Fina
l
Join
t
Roc
klin
e
Mic
ropi
le #
7
Figu
re 4
.35
Late
ral d
efle
ctio
n ve
rsus
dep
th c
urve
s for
eac
h of
the
mic
ropi
le in
the
grou
p
75
0
20
40
60
80
100
120
0 1 2
Tota
l Lat
eral
Loa
d (k
ips)
Deflection at Load Point (in)
Micropile #6
Micropile #7
Micropile #8
0
20
40
60
80
100
120
0 1 2
Tota
l Lat
eral
Loa
d (k
ips)
Pile Cap Centerline Deflection (in.)
POTS A&B
POTS C&D
POTS E&F
a) b)
Figure 4.36 Pile top and cap centerline displacements based on a) inclinometer and b) potentiometer measurements
76
0 2 4 6 8 10 12 14 16 18 20
-50
050
100
150
Depth (ft)
Ben
ding
Mom
ent (
k-ft
)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
30 k
ips
40 k
ips
50 k
ips
60 k
ips
70 k
ips
80 k
ips
90 k
ips
100
kips
110
kips
Join
t
Roc
klin
e
Mic
ropi
le #
8
0 2 4 6 8 10 12 14 16 18 20
-50
050
100
150
Depth (ft)
Ben
ding
Mom
ent (
k-ft
)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
30 k
ips
40 k
ips
50 k
ips
60 k
ips
70 k
ips
80 k
ips
90 k
ips
100
kips
110
kips
Join
t
Roc
klin
e
Mic
ropi
le #
7
0 2 4 6 8 10 12 14 16 18 20
-50
050
100
150
Depth (ft)
Ben
ding
Mom
ent (
k-ft
)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
30 k
ips
40 k
ips
50 k
ips
60 k
ips
70 k
ips
80 k
ips
90 k
ips
100
kips
110
kips
Join
t
Roc
klin
e
Mic
ropi
le #
6
0 2 4 6 8 10 12 14 16 18 20
-50
050
100
150
Depth (ft)
Mom
ent (
k-ft
)
5 ki
ps
10 k
ips
15 k
ips
20 k
ips
30 k
ips
40 k
ips
50 k
ips
60 k
ips
70 k
ips
80 k
ips
90 k
ips
100
kips
110
kips
Join
t
Roc
klin
e
Mic
ropi
le5
Figu
re 4
.37
Ben
ding
mom
ent v
ersu
s dep
th (b
elow
gro
und
surf
ace)
cur
ves
77
TABLE 4.2 Results of single pile tests to failure Pile
Load Test
Pile Length
(ft) Rock Plunge
(ft)
Peak Load
(kips)
Deflection at Peak
Load (in) 2 B 13 2' 50 1.5
14 B 13 2' 50 1.7 3 E 13 5' 40 1.45
15 E 13 5' 40 1.85 4 F 19.5 10' 40 1.1
16 F 19.5 10' 40 1.45
about 80 and 95 k-ft respectively. The original FB-Multipier predictions failed at right
around 27 kips, and even then the bending moment in the piles was nearly 170 k-ft with a
top displacement nearly 4 inches.
To further compare the results of the single pile models, the inclinometer
measurements were used to calculate bending moment profiles. The solution had
limitations, however, this provides a way to assess the bending moment in the sections
that had no strain gauges. Figure 4.38 establishes the relationship by comparing the
calculated bending moment profiles to those measured with strain gauges for test I. The
comparison appears reasonable at lower load levels but may not predict well at higher
loads. As well, the point of maximum bending moment is forced deeper in the pile,
looking somewhat like the results from the original FB-Multipier models.
In terms of the group performance, the piles moved as a unit almost identically.
In all likelihood, the piles were nearing the point of yielding. What does not show is the
results is that the reaction system was also yielding at around 117 kips of lateral load.
78
0
2
4
6
8
10
12
14
16
18
20
-50 0 50 100 150
Dep
th (f
t)
Bending Moment (k-ft)
10 kips SG20 kips SG30 kips SGJoint
Rockline
10 kips INC20 kips INC30 kips INC
Micropile #10
0
2
4
6
8
10
12
14
16
18
20
-50 0 50 100 150
Dep
th (f
t)
Bending Moment (k-ft)
10 kips SG20 kips SG30 kips SGJoint
Rockline
10 kips INC20 kips INC30 kips INC
Micropile #11
Figure 4.38 Calculated and measured bending moment profiles for load test I
79
CHAPTER 5 LABORATORY TEST PROGRAM
Presented in this chapter are the laboratory test layouts, instrumentation,
procedures, and observations of the load tests for grouted micropile specimens.
5.1 Purpose of Laboratory Tests
The goals of the laboratory tests were to complement or fill in the voids that were
missing in the field load tests and to document the material/system behavior of micropiles
in a controlled environment. The advantage of the laboratory tests is that they were
designed and performed after the results of the field load tests were know. One issue is
the unknown behavior of the joint in the field test as the piles were embedded in
overburden. In addition, several of the key load tests were not performed to failure,
therefore quantifying the bending moment at failure would complement the load test
results.
Along with the strength tests, a program of corrosion tests was commenced.
Since the long term performance of micropiles is impacted by the durability of the steel
casings, the program will be a long term study on the environmental impacts on casing
integrity.
5.2 Structural Testing
The testing program was designed after consideration of previous research, safety,
available funds and materials, and the remaining research objectives. The initial design
was based heavily upon that presented by Long and Carroll (2005). The micropile casings
were loaded as beams in four-point flexure. During the tests, strain, deflection and load
were monitored along with visual documentation of casing twist. The test piles were 6.0
ft. micropiles, consisting of two 3 ft. segments joined with a threaded joint. A drawing of
80
the test plan is shown in Figure 5.1. The piles were filled with grout that was mixed with
a high shear mixer and cured in the lab for 28 days. The cross section of the micropile
steel casings was the same as the field piles: 10.75 in. external diameter and wall
thickness of 0.50 in. The yield strength of the micropile steel casing was 80 ksi and the
ultimate strength of grout after 28 days was 4000 psi. Nine simply supported composite
micropiles, designated as 1 through 9 were load tested.
Figure 5.1 Dimensions and setup for Structural Micropile testing
81
5.2.1 Micropile Section Fabrication
Skyline Steel donated 96 linear feet of micropile casing for the research. The
casing was shipped in 1, 2, or 3 foot sections with one or both ends threaded. While a
variety of sizes were available, it was decided to use 18 of the 3 ft. sections to make 9
micropiles with a joint in the center (about half of the steel supplied). The remaining
sections would be used for the corrosion study, as they were shorter and thus lighter and
easier to handle. The micropile sections were joined in the laboratory by threading them
together and tightening them using a large set of chain tongs. All 9 casings were stood
vertical and strain gauges were placed in the appropriate piles in preparation for grouting.
CEMEX donated a pallet of Type I cement for grouting the piles. A high shear mixer
was supplied by Nicholson Construction to insure that the grout in the lab tests was
similar to the grout in the field tests. The micropiles were allowed to cure for 28 days
before load testing. Figure 5.2 shows the micropile specimens being grouted.
Figure 5.2 Grouting micropile specimens
82
5.2.2 Instrumentation and Apparatus
The behavior of the micropiles was measured by creating boundary conditions
that could either be controlled or measured. This included devising load systems and
instrumentation to measure load, strain, and displacement in a similar fashion to the
systems used by Long et al. (2004) and following ASTM E290-09. All micropiles were
instrumented to measure load and deflection. Vibrating wire strain gauges were installed
in select piles to determine bending moment.
5.2.2.1 Load Frame and Hydraulic Jack
A load frame was erected in the UNC Charlotte structures lab in order to load the
micropiles as simply supported members in four point flexure. The vertical load was
applied at the third points using a single 250 ton jack, RSS2503 by Powerteam. A
609163S model pump was used to supply hydraulic pressure. Force was measured using
a pressure transducer manufactured by Entran, model number EPO W31 10KP. The
measured hydraulic pressure was multiplied by the jack plunger area. The jack, load
frame, and hydraulic pump with pressure transducer are shown in Figure 5.3.
5.2.2.2 Potentiometers
As with the field load tests, cable extension potentiometers were used to monitor
pile deflection. The potentiometers used in the laboratory were PT100 series
manufactured by Celesco. For test 1 only, the potentiometers were located at the joint and
then 12 in. on either side. For tests 2-9, the potentiometers were located 6 inches and 18
inches on either side of the joint. Figure 5.4 shows the four potentiometers arrangement
used in the majority of the tests.
83
Figure 5.3 Loading head, testing setup, and jack with pressure transducer
5.2.2.3 Scale Tape
Since one of the questions raised was whether or not the micropile casings would
twist or “unscrew” during loading, tape scales were attached to the mating edges of the
casing joints. This is shown in Figure 5.5.
84
Figure 5.4 Photograph of the potentiometer location
Figure 5.5 Measuring casing twist using scale tape
5.2.2.4 Strain Gauges
The same vibrating wire strain gauges that were used for the field tests were
installed in the micropiles for flexure testing. Figure 5.6 shows the strain gauge assembly
before and after insertion into the micropile casing. Due to the limited quantity of
gauges, five of the micropiles were instrumented with eight strain gauges each. The
remaining four micropiles were considered for redundant testing and received no gauges.
Micropiles designated 1-5 have gauges while 6-9 are ungauged.
85
5.2.2.5 Data Acquisition
Two separate data acquisition systems were used to monitor the strain gauges and
analog sensors. To operate the strain gauges, the same Campbell Scientific CR1000
datalogger that was used. The analog sensors were connected to a National Instruments
data acquisition card. The sensors were powered using external power supplies.
Figure 5.6 Typical strain gauge setup
5.3 Bending Tests on Grouted Micropiles
All load tests were conducted in a similar fashion. The only deviations were for
test 1 that included position of the potentiometers as well as the use of an end restraint.
In addition, there was some question concerning the synchronicity of the two data
acquisition systems. Results of individual tests in the form of bending moment and
deflection profiles follow in Figures 5.7 through 5.20.
5.4 Discussion of Bending Test Results
The primary results of the laboratory tests are shown in table 5.1. The average
failure bending moment, if you throw out the two extreme tests out of the five strain
instrumented tests, was 136 k-ft. This result compares against the field load tests where
the failure bending moment was more than 150 k-ft. There was no significant casing
rotation beyond 0.12 inches for all of the piles tested.
86
0
20
40
60
80
100
120
140
160
0 1 2 3 4 5 6
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
275 kips
300 kips
Figure 5.7 Pile 1 bending moment profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
53 kips
100kips
147 kips
176 kips
Figure 5.8 Pile 1 deflection profile
87
0
20
40
60
80
100
120
140
160
0 1 2 3 4 5 6
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
275 kips
300 kips
Figure 5.9 Pile 2 bending moment profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
Series2
150 kips
200 kips
250 kips
300 kips
Figure 5.10 Pile 2 deflection profile
88
0
20
40
60
80
100
120
140
0 1 2 3 4 5 6
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
278 kips
Figure 5.11 Pile 3 bending moment profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
275 kips
Figure 5.12 Pile 3 deflection profile
89
0
20
40
60
80
100
120
140
160
0 1 2 3 4 5 6
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
295 kips
Figure 5.13 Pile 4 bending moment profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
295 kips
Figure 5.14 Pile 4 deflection profile
90
0
20
40
60
80
100
120
140
0 1 2 3 4 5 6
Ben
ding
Mom
ent (
k-ft
)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
300 kips
Figure 5.15 Pile 5 bending moment profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
269 kips
Figure 5.16 Pile 5 deflection profile
91
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
303 kips
Figure 5.17 Pile 6 deflection profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
235 kips
Figure 5.18 Pile 7 deflection profile
92
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
280 kips
Figure 5.19 Pile 8 deflection profile
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0 1 2 3 4 5 6
Vert
ical
Def
lect
ion
(in)
Position (ft)
50 kips
100 kips
150 kips
200 kips
250 kips
280 kips
Figure 5.20 Pile 9 deflection profile
93
TABLE 5.1 Summary of bending test results
Date Pile
Number of
Casings Strain
Gauges
Casing Unscrew
at Failure
(in)
Deflection at
Maximum Load (in)
Maximum Applied Force (kips)
Maximum Measured Bending Moment
(k-ft) 9/10/10 1 2 Yes 0.12 0.458 300 135.5 9/14/10 2 2 Yes 0.12 0.33 303 137.1 9/14/10 3 2 Yes 0.12 0.34 270 98.13 9/15/10 4 2 Yes 0.12 0.387 295 141.65 9/10/10 5 2 Yes 0.12 0.325 269 135.5 9/16/10 6 2 No 0.12 0.39 302 - 9/16/10 7 2 No 0.12 0.32 235 - 9/16/10 8 2 No 0.12 0.368 280 - 9/15/10 9 2 No 0.12 0.387 280 -
5.5 Corrosion Testing Plan
In addition to the structural tests, durability testing was commenced to determine
the performance of the micropiles in typical environments. Due to the long term nature
of the corrosion tests, this report documents only the strategy of the tests. The corrosion
study will continue well beyond the duration of this research project.
Marked and labeled micropile casings have been and will be placed in secure field
locations that accessible to by NCDOT, UNCC, and Auburn University personnel for
many years). Periodically, specimen mass and thickness will be measured. The primary
corrosion tests will be carried out for period of three years. At an interval of
approximately three months the micropiles with be measured to determine any changes in
the cross-sectional area.
In addition to non destructive measurements, structural tests will be conducted on
weathering specimens. The first three micropiles will be tested after one year, the second
set after two years, and the final trio will be tested at the end of the third year. The results
will be compared to determine any loss in structural strength due to corrosion. The final
94
corrosion result will be published separately. Table 5.2 shows the location, number and
baseline properties of the micropile. Table 5.3 contains the schedule for corrosion testing.
TABLE 5.2 Baseline properties of the micropile Number Location Properties
3 Auburn University NGES
diameter = 10.75”,
wall thickness 0.5”,
length ≈ 1 ft.
fy = 80 ksi
3 Mountain location where subject to deicing salt
3 Piedmont location, typical climate
TABLE 5.3 Summary of Durability and Material Tests Durability Tests
Mass and thickness measurement
First Year (Three
months interval)
Second Year (Three
months interval)
Third Year(Three
months interval)
1st 2nd 3rd 4th 1st 2nd 3rd 4th 1st 2nd 3rd 4th
Material Micropile
Testing
First test after 12
months
Second test after 12
months
Third test after 12
months
95
CHAPTER 6 MODEL CALIBRATION
One of the objectives of the research program was to develop a model with the
ability to predict the behavior of micropiles under lateral load. The best software
available for modeling bridge substructures was FB-Multipier. The focus of this section
is the calibration of the FB-Multipier model.
6.1 Models
6.1.1 Load Test "I"
Load test I was the starting point for model calibration. Since the strain profile
was measured along the length of the pile, it serves as the best case to initiate the
calibration. Piles 10 and 11 were almost nearly identically installed, therefore a single
model was used.
The original model in Chapter 3 used soil parameters that were based on SPT tests
and idealized parameters for the micropile sections. For the calibration, the actual section
properties were used. The strengths and Young's Modulus of both the steel (fy = 115 ksi,
Es = 30,000 ksi) and grout (f'c 4 ksi, Eg = 2000 ksi) were known. When comparing the
results of the field tests to the predictions, it was evident that the soil resistance was under
predicted by a fair amount. Recall that while the micropile sections were 10.75 inches in
diameter with a wall thickness of 0.5 in. In order to model the joint, the thickness was
reduced to 0.2 in for a 0.2 ft section of pile between two full sections. Based on the
shape of the measured bending moment curves compared to the predictions from Chapter
3, there appears to be more soil resistance to carry the bending moment. Thus, the logical
place to adjust the parameters for a better match was the soil, specifically the p-y curve
parameters. The rock compressive strength was held constant at 29 ksi using the McVay
96
and Niraula (2004) model. The overburden soil was adjusted. The three parameters
required for the Reese et al. (1974) sand model were friction angle, unit weight, and
subgrade modulus. Since the unit weight doesn't have a large impact, the two parameters
that were adjusted were the friction angle, φ, and subgrade modulus, k. The parameters
were increased progressively until the model load test matched the deflection and
bending moment profiles along with the displacement at the load point from the field load
test. After multiple iterations, the final soil parameters were increased to φ = 50o, γ = 110
pcf, and k = 350 pci. The matching results are shown in Figure 6.1.
6.1.2 Load Test F
The piles in load test F were almost identical to those in Load test I, except there
were no strain gauges. Load test F was carried out until failure of pile #16. Thus, the soil
model developed for load test I was used in the model if load test F to failure. Use of the
soil model for load test I produced a very good match for the initial loading of the piles,
but did not capture the failure mode well. There was some evidence that suggests the
upper joint in pile 16 was weaker than the others. Thus, the joint model was adjusted
slightly to improve the match. The casing thickness was adjusted down to 0.14 in. The
resulting model is shown in Figure 6.2.
6.1.3 Load Test E
Load test E was simulated using the soil, pile, and joint models now fully
developed. The match was not great, but this was likely due to the reloading of these
piles due to issues with the load frame. The resulting model for this load test is shown in
Figure 6.3.
97
Figu
re 6
.1 C
alib
rate
d m
odel
for l
oad
test
I pi
les 1
0 an
d 11
0 2 4 6 8 10 12 14 16 18
-0.5
00.
51
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
10 k
ips
20 k
ips
30 k
ips
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
35 k
ips
Mod
el
Join
t
Roc
klin
e
0 2 4 6 8 10 12 14 16 18
-50
050
100
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
10 k
ips
20 k
ips
30 k
ips
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
Join
t
Roc
klin
e
0510152025303540
00.
51
Lateral Load (kips)
Def
lect
ion
at L
oadi
ng P
oint
(in)
Load
Tes
t
Mod
el
98
0 2 4 6 8 10 12 14 16 18
-0.5
00.
51
1.5
2
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
10 k
ips
20 k
ips
30 k
ips
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
Join
t
Roc
klin
e
051015202530354045
01
23
Lateral Load (kips)
Def
lect
ion
at L
oadi
ng P
oint
(in)
Load
Tes
t
Mod
el
0 2 4 6 8 10 12 14 16 18
-50
050
100
150
200
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
Ser
ies5
Ser
ies7
Figu
re 6
.2 C
alib
rate
d m
odel
for l
oad
test
F p
ile 1
6
99
0 2 4 6 8 10 12
-0.5
00.
51
1.5
22.
53
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
10 k
ips
20 k
ips
30 k
ips
40 K
ips
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
Join
t
Roc
klin
e
051015202530354045
00.
51
1.5
2
Lateral Load (kips)
Def
lect
ion
at L
oadi
ng P
oint
(in)
Load
Tes
t
Mod
el
0 2 4 6 8 10 12
-50
050
100
150
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
Ser
ies5
Ser
ies7
Figu
re 6
.3 C
alib
rate
d m
odel
for l
oad
test
E p
iles 3
and
15
100
6.1.4 Load Test B
Again, using the fully developed model with the full 0.2 in joint, load test B was
simulated. The model matches exactly. The results are shown in Figure 6.4.
6.1.5 Load Test A
An attempt was made to simulate load test A. Since there was no measurable
data, the goal was to determine if the one foot embedment was truly the reason of such
poor performance. The model pile carries upwards of 40 kips of lateral force, but it also
appears that the pile rotates in the rock socket monolithically, which was the behavior
noted in the field. For comparison, the result of this model is shown in Figure 6.5
6.1.6 Load Test X
With the structural model developed, a model for the group load test that was
created for Chapter 3 was modified to match the true field conditions. Of course in this
case, the soil was removed in front of the piles prior to load testing to simulate scour.
The prediction is shown in Figure 6.6.
The response of the group appears to be much stiffer than the prediction shows.
There could be several explanations, but likely the closest would be the residual effects of
soil around the piles above the rockline. Limited access brought on by right of way and
construction issues made the excavation of the soil difficult at best. The contractor was
able to remove the soil in front of the piles, but not around them. Furthermore, there was
still grout around several of the piles after the excavation.
101
0 2 4 6 8 10 12
-0.5
00.
51
1.5
22.
53
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
10 k
ips
20 k
ips
30 k
ips
40 k
ips
50 k
ips
10 k
ips
Mod
el20
kip
s M
odel
30 k
ips
Mod
el40
kip
s M
odel
50 k
ips
Mod
elJo
int
Roc
klin
e
0102030405060
00.
51
1.5
2
Lateral Load (kips)
Def
lect
ion
at L
oadi
ng P
oint
(in)
Load
Tes
t
Mod
el
0 2 4 6 8 10 12
-50
050
100
150
200
250
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
50 k
ips
Mod
el
Join
t
Roc
klin
e
Figu
re 6
.4 C
alib
rate
d m
odel
for l
oad
test
B p
iles 2
and
14
102
0
0.5 1
1.5 2
2.5 3
3.5 4
4.5 5
-20
24
68
1012
Depth (f)
Hor
izon
tal D
ispl
acem
ent (
in)
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
45 k
ips
Mod
el
Roc
klin
e
05101520253035404550
05
1015
Lateral Load (kips)
Def
lect
ion
at L
oad
Poin
t (in
)
Mod
el
0
0.5 1
1.5 2
2.5 3
3.5 4
4.5 5
-50
050
100
150
200
250
Depth (f)
Ben
ding
Mom
ent (
k*ft
)
10 k
ips
Mod
el
20 k
ips
Mod
el
30 k
ips
Mod
el
40 k
ips
Mod
el
45 k
ips
Mod
el
Roc
klin
e
Figu
re 6
.5 C
alib
rate
d m
odel
for l
oad
test
A p
ile 1
103
0 2 4 6 8 10 12 14 16 18 20
01
23
4Depth (ft)
Hor
izon
tal D
ispl
acem
ent (
in)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
20 k
ips
Mod
el
40 k
ips
Mod
el
60 k
ips
Mod
el
80 k
ips
Mod
el
100
kips
M
odel
Join
t
Roc
klin
e
0 5 10 15 20 25
050
100
150
200
250
Depth (ft)
Ben
ding
Mom
ent (
k*ft
)
20 k
ips
40 k
ips
60 k
ips
80 k
ips
100
kips
20 k
ips
Mod
el
40 k
ips
Mod
el
60 k
ips
Mod
el
80 k
ips
Mod
el
100
kips
M
odel
Join
t
Roc
klin
e
020406080100
120
01
23
Lateral Load (kips)
Gro
undl
ine
Def
lect
ion
(in)
Mod
el
Load
Te
st
Figu
re 6
.6 C
alib
rate
d m
odel
for l
oad
test
X, p
iles 5
, 6, 7
, and
8
104
6.2 Discussion
The model was remarkably easy to calibrate. Using the measured parameters for
the section and the amended soil model provided a good match in many of the load tests.
The question might be raised concerning the magnitude of the soil properties used to
affect the match. One possible explanation is the impact of grout on the surrounding
soils. Since grout return is used as a mechanism to verify grouting the socket, the soil is
more or less improved around the pile. There is a possibility that this could have been the
source of the high fiction angle and subgrade modulus. On the other hand, the SPT
characterization may have been less than ideal for these soil types. Anderson and
Townsend (2001) show the poor reliability of SPT parameters for lateral loading analysis.
105
CHAPTER 7 CONCLUSION
7.1 Research Summary
A research program was conducted in order to gain insight on the behavior of
micropiles for bridge bent applications. Of interest was how micropiles behave with
respect to joints. The program consisted of preliminary simulations and predictions,
extensive field lateral load and laboratory testing programs, and calibration of a
numerical model.
7.2 Conclusions
The following conclusions are suggested based upon the results of this study:
1) The casing joint has a large impact on the lateral capacity of micropiles. In
cases where the micropiles were sufficiently embedded in rock, rather than
yielding, there was an abrupt failure at the casing joint. This was observed
in the load tests.
2) Two feet of embedment for micropiles in this study was sufficient to carry
lateral load. Embedment at 5 and 10 feet produced similar results to 2 feet.
One foot of embedment does not appear to be sufficient based upon results
of the field tests and numerical models.
3) The strength of the micropiles with respect to the joints from field and
laboratory tests was around 140 k*ft.
4) Micropiles of this size can carry significant lateral load with little
deflection. However, the failure mode is brittle, as the piles tested failed
abruptly with little lateral displacement.
106
5) Reduction of the section area at threaded joint by 60% to 70% results in a
reasonably accurate model for the behavior of the casing joint in FB-
Multipier.
7.3 Limitations
Research studies on deep foundations are often qualified by limitation imposed due
to financial limitations of the project. It is not cost effective to construct multiple
sections (size and length) to assess all possibilities. In addition, most projects such as this
one must be coupled with construction activities and are constrained by the budgets of
those projects.
This study focused on 10.75 in diameter 0.5 in. thick micropiles. No other sizes
were used in any part of this work. While the PI believes the results can be adapted to
other micropile sizes, the user is cautioned to verify material properties and behaviors
before applying these results directly.
7.4 Recommendations .
The results of this work prove micropiles are economically feasible foundations
that can carry significant lateral loads when properly embedded. As mentioned before,
the study focused on a single pile size. If NCDOT intends to allow other micropile sizes,
it would be beneficial at the least, to perform a lateral load test with the other sizes to
verify or recalibrate the models. Equipment that was purchased for this research is
available for that purpose.
107
CHAPTER 8 IMPLEMENTATION PLAN
8.1 Background
The direct implementation of the research is through the use of the micropile
section model in the program FB-Multipier. The current version of the software contains
the option for modeling deep foundations as segments. What this means is that cross
section changes can be incorporated into the numerical model. For example, a change in
the amount of reinforcing bars in a drilled shaft with depth, or the use of an H-Pile stinger
on a square concrete pile can be simulated. There are several sections that are installed
by default in FB-Multipier and they can be used as pile segment models. In addition, a
custom section can be created by the user that can be stored named and stored in a
database that can be recalled for future use. The products of this study are typical 10.75"
micropile and joint sections for use in FB-Multipier.
8.2 FB-Multipier Sections
Since the FB-Multipier interface merely creates an ASCII text input file that is
read and processed by the analysis engine, the foundation entry section is standard and
can be transferred to different input files. Therefore this can be handled in two ways
which are documented herein. First, the two text blocks below can be cut and placed into
an FB-Multipier file to implement the micropile or joint.
Pile:
Diameter: 10.75 in Thickness: 0.5 in Length: 6.36 in Unit weight 490 ksi Casing: E 30000 ksi fy 115 ksi
108
Grout: E 2000 ksi f'c 4 ksi Mild steel (if rebar is present): E 29000 ksi fy 50 ksi
C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area
The joint is modeled as a segment that is 0.2 ft long with a thickness of 0.2 in. The other parameters are the same.
C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,100,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.14 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area
Alternately, the model can be entered by hand. The following screens show how
to create the micropile section. First, in the main FB-Multipier window, select "Pile"
under "Pier Data." This brings up the window shown in Figure 8.1. In the "Pile"
window, choose "Full Cross Section" then click the "Edit" button below. The "Full
Cross-Section Pile Properties" window is displayed as in Figure 8.2. In the top left
corner of the window, there is a list of segments. That list should reflect the number of
segments desired to define the pile. In this case, there are 5 segments (3 pile and 2 joint).
The section type is "circular." The section geometry is then entered at right: diameter,
109
unit weight, and segment length. Next, the user selects "Edit Section Contents." The
"Circluar Section Properties" window, like the one shown in Figure 8.3 is displayed. In
Figure 8.1 "Pile" window
that window, the only entry is the thickness of the section, which in this case is 0.5 in.
For the casing joint, enter 0.2 in. Select "Ok" to go back to the "Full Cross-section pile
properties" window. The last entry is for the pile material properties. The user selects
"Edit Properties" in the lower right corner of the window. The "Default stress/strain
curves" window appears as in Figure 8.4. Use the check boxes on the left to activate
entry for the different materials. In this case, the steel casing has fy = 115 ksi and E =
30000 ksi, the grout has f'c = 4 ksi and E = 2000 ksi. For mild steel reinforcing use fy =
50 ksi and E = 29000 ksi. There is no prestressing steel used. Select "OK" to close the
open windows. Repeat these steps as necessary to create the desired number of pile
segments.
110
Finally, these sections can be saved in the FB-Multipier Database for future use.
Figure 8.5 shows the sections currently saved in the author's database. If desired, choose
"Add to database" to save the section in the user's database.
Figure 8.2 "Full Cross-section pile properties" window
111
Figure 8.3 "Circular section properties" window
112
Figure 8.4 "Default stress/strain curves" window
113
Figure 8.5 Section database
114
REFERENCES
Anderson, J. B. and Townsend, F. C. (2001). “SPT and CPT testing for evaluating lateral loading of deep foundations”, J. of Geotechnical and Geoenvironmental Engr., ASCE, Vol. 127, No. 11, 920-925.
Armour, T., Groneck, P., Keeley, J., and Sharma, S., (2000). “Micropile design and construction guidelines implementation manual”, Federal Highway Administration, Report No. FHWA-SA-97-070.
ASTM (2007). “Standard test methods for deep foundations under lateral load” D3966-07.
Broms, B., (1964a). “Lateral resistance of piles in cohesionless soils” Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. SM3, 123-156.
Broms, B., (1964b). “Lateral resistance of piles in cohesive soils” Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. SM2, 27-63.
Broms, B., (1965). “Design of laterally loaded piles” Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. SM3, 79-99.
Bruce D.A. and Cadden, A. W., (2005). “Practical advice for foundation design – micropiles for structural support” Contemporary Issues in Foundation Engineering, ASCE GSP No. 131. Ensoft, Inc. (2007). LPILE plus 3 for windows-a program for the analysis of piles and drilled shafts under lateral loads, (http://www.ensoft.com). Florida Bridge Software Institute (2010). FB Multipier user’s manual (http://bsi-web.ce.ufl.edu/). Hetenyi, M. (1946). Beams on elastic foundation The University of Michigan Press, Ann Arbor. Long, J., Maniaci, M., Menzes, G., and Ball, R., (2004). “Results of lateral load tests on micropiles” Proceedings, GeoSupport 2004: Drilled Shafts, Micropiling, Deep Mixing, Remedial Methods, and Specialty Foundation Systems, ASCE GSP. No. 124, 122-133. Long J., and Carroll N, (2005). "Results of bending tests on micropiles sections” submitted to Hayward Baker. Matlock, H., and Reese, L. C. (1960). “Generalized solutions for laterally loaded piles”
115
Journal of Soil Mechanics and Foundations Division, ASCE Vol. 86, SM5, 63-91. McClelland, B. and J. A. Focht Jr. (1958). "Soil modulus for laterally loaded piles" Transactions, ASCE, Vol. 123, 1049-1063. McVay, M.C.and Niraula L., (2004). "Development of p-y curves for large diameter piles/drilled shafts in limestone for FBPier" Florida DOT BC 355, RPWO #59. Ooi, P. S., and Ramsey, T. L., (2003). “Curvature and Bending Moment from Inclinometer Data" International Journal Geomechanics, ASCE, Vol. 3, No. 1, 64-74. Poulos, H. G. (1971a). “Behavior of laterally loaded piles: part I-single piles” Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 97, SM5, 711-731. Poulos, H. G. (1971b). “Behavior of laterally loaded piles: part II - group piles” Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 97, SM5, 733-751. Poulos, H. G., and Davis, E. H. (1980). Pile foundation analysis and design John Wiley and Sons, New York. Reese, L.C., Cox, W.R., and Koop, F.D. (1974). “Analysis of laterally loaded piles in sand” Proceedings, Fifth Annual Offshore Technology Conference, Houston, Texas, Vol. 2, Paper No. 2080, 473-484. Reese, L. C., and Wang, S. (1993). ‘‘Com624P-laterally loaded pile analysis program for the microcomputer, version 2.0’’ U.S. DOT Publication No. FHWA-SA-91-048, Washington, D.C. Reese, L.C. and Matlock, H. (1956). “Non-dimensional solutions for laterally loaded piles with soil pile modulus assumed proportional to depth” Proc. 8th Texas Conference on Soil Mechanics and Found Engineering, Austin, 1-41. Richards, T.D. and Rothbauer, M.J., (2004). “Lateral loads on pin piles (micropiles)”, Proceedings, GeoSupport 2004: Drilled Shafts, Micropiling, Deep Mixing, Remedial Methods, and Specialty Foundation Systems, ASCE, GSP 124, 158-174. Rollins, K.M., Gerber, T.M., Lane, J.D., and Ashford, S.A. (2005). "Lateral resistance of a full scale pile group in liquefied sand" J. of Geotechnical and Geoenvironmental Engr., ASCE, Vol. 131, No. 1, 115-125. Rollins, K. M., and Sparks, A. (2002). “Lateral resistance of full-scale pile cap with gravel backfill” J. of Geotechnical and Geoenvironmental Engr., ASCE, Vol. 128 No.9, 711-723. Sabatini, P.J., Tanyu, B., Armour, T., Groneck, P., and Keeley, J., (2005). “Micropile design and construction” FHWA-NHI-05-039.
116
Terzaghi, K. (1955).“Evaluation of coefficient of subgrade reaction” Geotechnique, Vol. 5, No. 4, 297-326.
APPENDIX A LATERAL LOAD TEST B
117
TABLE A.1 Inclinometer measurements for pile 2
PROJECT:ASHE MICROPILE LATERAL LOAD TESTINGMICROPILE NO: 2
DATE: 11/24/09TIME:
Depth (ft) A+ A- Diff. (A)14 -258 176 -43412 -208 165 -37310 -209 169 -3788 -200 163 -3636 -188 146 -3344 -146 111 -2572 -139 32 -171
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -257 175 -432 2 0.0012 0.001212 -203 166 -369 4 0.0024 0.003610 -206 166 -372 6 0.0036 0.00728 -183 152 -335 28 0.0168 0.0246 -170 128 -298 36 0.0216 0.04564 -125 90 -215 42 0.0252 0.07082 -111 83 -194 -23 -0.0138 0.057
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -258 175 -433 1 0.0006 0.000612 -206 165 -371 2 0.0012 0.001810 -200 161 -361 17 0.0102 0.0128 -176 136 -312 51 0.0306 0.04266 -148 105 -253 81 0.0486 0.09124 -100 65 -165 92 0.0552 0.14642 -83 63 -146 25 0.015 0.1614
Baseline
5 kips
10 kips
118
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -258 175 -433 1 0.0006 0.000612 -204 164 -368 5 0.003 0.003610 -189 151 -340 38 0.0228 0.02648 -147 109 -256 107 0.0642 0.09066 -108 65 -173 161 0.0966 0.18724 -57 21 -78 179 0.1074 0.29462 -59 2 -61 110 0.066 0.3606
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -259 175 -434 0 0 012 -203 162 -365 8 0.0048 0.004810 -181 141 -322 56 0.0336 0.03848 -127 88 -215 148 0.0888 0.12726 -76 35 -111 223 0.1338 0.2614 -18 -31 13 270 0.162 0.4232 43 -31 74 245 0.147 0.57
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -259 176 -435 -1 -0.0006 -0.000612 -190 151 -341 32 0.0192 0.018610 -127 89 -216 162 0.0972 0.11588 14 -53 67 430 0.258 0.37386 112 -154 266 600 0.36 0.73384 175 -210 385 642 0.3852 1.1192 169 -215 384 555 0.333 1.452
15 kips
20 kips
40 kips
119
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -260 176 -436 -2 -0.0012 -0.001212 -181 141 -322 51 0.0306 0.029410 -94 53 -147 231 0.1386 0.1688 87 -124 211 574 0.3444 0.51246 205 -247 452 786 0.4716 0.9844 273 -309 582 839 0.5034 1.48742 276 -312 588 759 0.4554 1.9428
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -259 175 -434 0 0 012 -180 139 -319 54 0.0324 0.032410 -104 65 -169 209 0.1254 0.15788 39 -79 118 481 0.2886 0.44646 126 -166 292 626 0.3756 0.8224 180 -214 394 651 0.3906 1.21262 187 -241 428 599 0.3594 1.572
Final
50 kips
120
TABLE A.2 Inclinometer measurements for pile 14
PROJECT:ASHE MICROPILE LATERAL LOAD TESTINGMICROPILE NO: 14DATE: 11/24/09TIME:
Depth (ft) A+ A- Diff. (A)14 207 -292 49912 247 -287 53410 216 -258 4748 209 -247 4566 267 -317 5844 405 -436 8412 435 -465 900
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 210 -292 502 3 0.0018 0.001812 249 -288 537 3 0.0018 0.003610 220 -252 472 -2 -0.0012 0.00248 217 -256 473 17 0.0102 0.01266 287 -335 622 38 0.0228 0.03544 427 -456 883 42 0.0252 0.06062 459 -504 963 63 0.0378 0.0984
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 205 -292 497 -2 -0.0012 -0.001212 251 -289 540 6 0.0036 0.002410 229 -268 497 23 0.0138 0.01628 239 -274 513 57 0.0342 0.05046 312 -360 672 88 0.0528 0.10324 456 -484 940 99 0.0594 0.16262 476 -519 995 95 0.057 0.2196
Baseline data
5 kips
10 kips
121
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 205 -292 497 -2 -0.0012 -0.001212 257 -293 550 16 0.0096 0.008410 245 -279 524 50 0.03 0.03848 270 -307 577 121 0.0726 0.1116 360 -406 766 182 0.1092 0.22024 503 -533 1036 195 0.117 0.33722 536 -576 1112 212 0.1272 0.4644
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 205 -291 496 -3 -0.0018 -0.001812 254 -295 549 15 0.009 0.007210 248 -289 537 63 0.0378 0.0458 293 -331 624 168 0.1008 0.14586 392 -440 832 248 0.1488 0.29464 539 -570 1109 268 0.1608 0.45542 573 -613 1186 286 0.1716 0.627
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 209 -291 500 1 0.0006 0.000612 263 -303 566 32 0.0192 0.019810 279 -320 599 125 0.075 0.09488 360 -397 757 301 0.1806 0.27546 481 -532 1013 429 0.2574 0.53284 637 -665 1302 461 0.2766 0.80942 670 -684 1354 454 0.2724 1.0818
30 kips
15 kips
20 kips
122
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 209 -292 501 2 0.0012 0.001212 273 -312 585 51 0.0306 0.031810 320 -360 680 206 0.1236 0.15548 444 -481 925 469 0.2814 0.43686 595 -643 1238 654 0.3924 0.82924 754 -782 1536 695 0.417 1.24622 788 -816 1604 704 0.4224 1.6686
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 204 -291 495 -4 -0.0024 -0.002412 285 -325 610 76 0.0456 0.043210 361 -402 763 289 0.1734 0.21668 543 -572 1115 659 0.3954 0.6126 718 -765 1483 899 0.5394 1.15144 881 -908 1789 948 0.5688 1.72022 908 -963 1871 971 0.5826 2.3028
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 204 -292 496 -3 -0.0018 -0.001812 274 -314 588 54 0.0324 0.030610 296 -324 620 146 0.0876 0.11828 860 -899 1759 1303 0.7818 0.96 1095 -1142 2237 1653 0.9918 1.89184 1246 -1280 2526 1685 1.011 2.90282 1251 -1290 2541 1641 0.9846 3.8874
Final
40 kips
50 kips
123
TABLE A.3 Load measurements for load test B TIMESTAMP RECORD LoadA LoadB Total
# lbs lbs lbs11/24/2009 18:01 0 278.4 168.1 446.511/24/2009 18:02 1 278.4 224.1 502.511/24/2009 18:02 2 278.4 168.1 446.511/24/2009 18:03 3 278.4 168.1 446.511/24/2009 18:03 4 1286.2 1176.6 2462.811/24/2009 18:04 5 1230.2 1176.6 2406.811/24/2009 18:04 6 1174.2 1176.6 2350.811/24/2009 18:05 7 1174.2 1176.6 2350.811/24/2009 18:05 8 1174.2 1120.6 2294.811/24/2009 18:06 9 1174.2 1120.6 2294.811/24/2009 18:06 10 1174.2 1120.6 2294.811/24/2009 18:07 11 1174.2 1120.6 2294.811/24/2009 18:07 12 1174.2 1120.6 2294.811/24/2009 18:08 13 1174.2 1120.6 2294.811/24/2009 18:08 14 1118.2 1120.6 2238.811/24/2009 18:09 15 1118.2 1176.6 2294.811/24/2009 18:09 16 1118.2 1176.6 2294.811/24/2009 18:10 17 1118.2 1176.6 2294.811/24/2009 18:10 18 1118.2 1176.6 2294.811/24/2009 18:11 19 1118.2 1120.6 2238.811/24/2009 18:11 20 1118.2 1120.6 2238.811/24/2009 18:12 21 1118.2 1120.6 2238.811/24/2009 18:12 22 1118.2 1120.6 2238.811/24/2009 18:13 23 1118.2 1120.6 2238.811/24/2009 18:13 24 1118.2 1120.6 2238.811/24/2009 18:14 25 2741.9 2633.4 5375.311/24/2009 18:14 26 2685.9 2633.4 5319.311/24/2009 18:15 27 2629.9 2577.4 5207.311/24/2009 18:15 28 2629.9 2521.3 5151.311/24/2009 18:16 29 2629.9 2521.3 5151.311/24/2009 18:16 30 2573.9 2521.3 5095.311/24/2009 18:17 31 2573.9 2465.3 5039.211/24/2009 18:17 32 2517.9 2465.3 4983.211/24/2009 18:18 33 2517.9 2465.3 4983.211/24/2009 18:18 34 2517.9 2465.3 4983.211/24/2009 18:19 35 2517.9 2465.3 4983.211/24/2009 18:19 36 2517.9 2409.3 4927.211/24/2009 18:20 37 2517.9 2409.3 4927.211/24/2009 18:20 38 2517.9 2409.3 4927.211/24/2009 18:21 39 2517.9 2409.3 4927.211/24/2009 18:21 40 2517.9 2409.3 4927.211/24/2009 18:22 41 2517.9 2409.3 4927.211/24/2009 18:22 42 2517.9 2409.3 4927.211/24/2009 18:23 43 2517.9 2409.3 4927.211/24/2009 18:23 44 2517.9 2409.3 4927.2
124
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 18:24 45 2462.0 2409.3 4871.211/24/2009 18:24 46 4533.5 4426.3 8959.911/24/2009 18:25 47 4925.5 4762.5 9688.011/24/2009 18:25 48 4813.5 4650.5 9463.911/24/2009 18:26 49 4757.5 4650.5 9407.911/24/2009 18:26 50 4757.5 4538.4 9295.911/24/2009 18:27 51 4701.5 4538.4 9239.911/24/2009 18:27 52 4701.5 4538.4 9239.911/24/2009 18:28 53 4701.5 4538.4 9239.911/24/2009 18:28 54 4645.5 4538.4 9183.911/24/2009 18:29 55 4645.5 4538.4 9183.911/24/2009 18:29 56 4645.5 4482.4 9127.911/24/2009 18:30 57 4645.5 4482.4 9127.911/24/2009 18:30 58 4645.5 4482.4 9127.911/24/2009 18:31 59 4589.5 4482.4 9071.911/24/2009 18:31 60 4533.5 4482.4 9015.911/24/2009 18:32 61 4533.5 4482.4 9015.911/24/2009 18:32 62 4533.5 4426.3 8959.911/24/2009 18:33 63 4533.5 4426.3 8959.911/24/2009 18:33 64 4533.5 4426.3 8959.911/24/2009 18:34 65 4533.5 4426.3 8959.911/24/2009 18:34 66 4533.5 4426.3 8959.911/24/2009 18:35 67 6269.2 6219.3 12488.511/24/2009 18:35 68 6101.2 6051.2 12152.411/24/2009 18:36 69 6101.2 5995.2 12096.411/24/2009 18:36 70 6101.2 5939.1 12040.411/24/2009 18:37 71 5989.2 5939.1 11928.411/24/2009 18:37 72 5989.2 5939.1 11928.411/24/2009 18:38 73 5989.2 5883.1 11872.311/24/2009 18:38 74 5989.2 5883.1 11872.311/24/2009 18:39 75 5989.2 5883.1 11872.311/24/2009 18:39 76 5989.2 5827.1 11816.311/24/2009 18:40 77 5989.2 5827.1 11816.311/24/2009 18:40 78 5989.2 5827.1 11816.311/24/2009 18:41 79 5933.3 5827.1 11760.311/24/2009 18:41 80 5989.2 5827.1 11816.311/24/2009 18:42 81 5989.2 5827.1 11816.311/24/2009 18:42 82 5989.2 5827.1 11816.311/24/2009 18:43 83 5989.2 5827.1 11816.311/24/2009 18:43 84 5989.2 5827.1 11816.311/24/2009 18:44 85 5933.3 5827.1 11760.311/24/2009 18:44 86 5933.3 5827.1 11760.311/24/2009 18:45 87 8004.8 7900.2 15905.011/24/2009 18:45 88 7836.9 7732.1 15568.911/24/2009 18:46 89 7724.9 7620.0 15344.9
125
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 18:46 90 7724.9 7620.0 15344.911/24/2009 18:47 91 7668.9 7620.0 15288.911/24/2009 18:47 92 7668.9 7564.0 15232.911/24/2009 18:48 93 7668.9 7564.0 15232.911/24/2009 18:48 94 7612.9 7564.0 15176.911/24/2009 18:49 95 7556.9 7507.9 15064.911/24/2009 18:49 96 7556.9 7507.9 15064.911/24/2009 18:50 97 7612.9 7507.9 15120.911/24/2009 18:50 98 7556.9 7507.9 15064.911/24/2009 18:51 99 7556.9 7507.9 15064.911/24/2009 18:51 100 7556.9 7507.9 15064.911/24/2009 18:52 101 7556.9 7507.9 15064.911/24/2009 18:52 102 7556.9 7507.9 15064.911/24/2009 18:53 103 7556.9 7507.9 15064.911/24/2009 18:53 104 7556.9 7451.9 15008.811/24/2009 18:54 105 7556.9 7451.9 15008.811/24/2009 18:54 106 7556.9 7451.9 15008.811/24/2009 18:55 107 8396.8 8292.4 16689.111/24/2009 18:55 108 8788.7 8628.5 17417.211/24/2009 18:56 109 8732.7 8628.5 17361.211/24/2009 18:56 110 8620.7 8516.5 17137.211/24/2009 18:57 111 8620.7 8516.5 17137.211/24/2009 18:57 112 8620.7 8516.5 17137.211/24/2009 18:58 113 8620.7 8460.4 17081.211/24/2009 18:58 114 8620.7 8460.4 17081.211/24/2009 18:59 115 8620.7 8460.4 17081.211/24/2009 18:59 116 8564.7 8404.4 16969.111/24/2009 19:00 117 8564.7 8404.4 16969.111/24/2009 19:00 118 8564.7 8404.4 16969.111/24/2009 19:01 119 8564.7 8404.4 16969.111/24/2009 19:01 120 8564.7 8404.4 16969.111/24/2009 19:02 121 8564.7 8404.4 16969.111/24/2009 19:02 122 8564.7 8404.4 16969.111/24/2009 19:03 123 8564.7 8404.4 16969.111/24/2009 19:03 124 8564.7 8404.4 16969.111/24/2009 19:04 125 8564.7 8404.4 16969.111/24/2009 19:04 126 8508.7 8404.4 16913.111/24/2009 19:05 127 8508.7 8404.4 16913.111/24/2009 19:05 128 9964.4 9861.2 19825.611/24/2009 19:06 129 9852.5 9749.1 19601.611/24/2009 19:06 130 9796.5 9637.1 19433.511/24/2009 19:07 131 9796.5 9637.1 19433.511/24/2009 19:07 132 9796.5 9637.1 19433.511/24/2009 19:08 133 9684.5 9581.0 19265.511/24/2009 19:08 134 9684.5 9581.0 19265.5
126
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 19:09 135 9684.5 9525.0 19209.511/24/2009 19:09 136 9684.5 9525.0 19209.511/24/2009 19:10 137 9684.5 9581.0 19265.511/24/2009 19:10 138 9684.5 9581.0 19265.511/24/2009 19:11 139 9684.5 9525.0 19209.511/24/2009 19:11 140 9684.5 9469.0 19153.511/24/2009 19:12 141 9628.5 9469.0 19097.511/24/2009 19:12 142 9628.5 9469.0 19097.511/24/2009 19:13 143 9628.5 9469.0 19097.511/24/2009 19:13 144 9628.5 9469.0 19097.511/24/2009 19:14 145 9628.5 9469.0 19097.511/24/2009 19:14 146 9628.5 9525.0 19153.511/24/2009 19:15 147 9572.5 9412.9 18985.511/24/2009 19:15 148 11476.1 11374.0 22850.111/24/2009 19:16 149 11196.2 11093.8 22290.011/24/2009 19:16 150 11084.2 10981.8 22066.011/24/2009 19:17 151 11028.2 10981.8 22010.011/24/2009 19:17 152 11028.2 10869.7 21897.911/24/2009 19:18 153 10972.2 10869.7 21841.911/24/2009 19:18 154 10972.2 10869.7 21841.911/24/2009 19:19 155 10972.2 10813.7 21785.911/24/2009 19:19 156 10916.2 10869.7 21785.911/24/2009 19:20 157 10860.3 10813.7 21673.911/24/2009 19:20 158 10860.3 10757.6 21617.911/24/2009 19:21 159 10916.2 10813.7 21729.911/24/2009 19:21 160 10860.3 10757.6 21617.911/24/2009 19:22 161 10860.3 10757.6 21617.911/24/2009 19:22 162 10860.3 10757.6 21617.911/24/2009 19:23 163 10860.3 10757.6 21617.911/24/2009 19:23 164 10804.3 10701.6 21505.911/24/2009 19:24 165 10804.3 10701.6 21505.911/24/2009 19:24 166 10804.3 10701.6 21505.911/24/2009 19:25 167 10804.3 10701.6 21505.911/24/2009 19:25 168 10804.3 10701.6 21505.911/24/2009 19:26 169 12483.9 12382.5 24866.411/24/2009 19:26 170 12316.0 12158.4 24474.311/24/2009 19:27 171 12204.0 12158.4 24362.411/24/2009 19:27 172 12204.0 12102.3 24306.311/24/2009 19:28 173 12204.0 12046.3 24250.311/24/2009 19:28 174 12092.0 11990.3 24082.311/24/2009 19:29 175 12092.0 11990.3 24082.311/24/2009 19:29 176 12092.0 11990.3 24082.311/24/2009 19:30 177 12092.0 11990.3 24082.311/24/2009 19:30 178 12092.0 11990.3 24082.311/24/2009 19:31 179 12036.0 11990.3 24026.3
127
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 19:31 180 12036.0 11934.3 23970.311/24/2009 19:32 181 11980.0 11934.3 23914.311/24/2009 19:32 182 11980.0 11878.2 23858.311/24/2009 19:33 183 11980.0 11878.2 23858.311/24/2009 19:33 184 11980.0 11878.2 23858.311/24/2009 19:34 185 11980.0 11878.2 23858.311/24/2009 19:34 186 11980.0 11878.2 23858.311/24/2009 19:35 187 11980.0 11878.2 23858.311/24/2009 19:35 188 11980.0 11878.2 23858.311/24/2009 19:36 189 11980.0 11934.3 23914.311/24/2009 19:36 190 15059.4 14903.8 29963.211/24/2009 19:37 191 14499.5 14343.5 28843.011/24/2009 19:37 192 14387.5 14175.4 28563.011/24/2009 19:38 193 14275.6 14119.4 28395.011/24/2009 19:38 194 14275.6 14063.4 28338.911/24/2009 19:39 195 14219.6 14063.4 28283.011/24/2009 19:39 196 14163.6 14063.4 28227.011/24/2009 19:40 197 14163.6 14007.3 28170.911/24/2009 19:40 198 14163.6 13951.3 28114.911/24/2009 19:41 199 14107.6 13951.3 28058.911/24/2009 19:41 200 14107.6 13951.3 28058.911/24/2009 19:42 201 14107.6 13895.3 28002.911/24/2009 19:42 202 14107.6 13895.3 28002.911/24/2009 19:43 203 14107.6 13895.3 28002.911/24/2009 19:43 204 14107.6 13895.3 28002.911/24/2009 19:44 205 14107.6 13895.3 28002.911/24/2009 19:44 206 14107.6 13895.3 28002.911/24/2009 19:45 207 14051.6 13895.3 27946.911/24/2009 19:45 208 13995.6 13895.3 27890.911/24/2009 19:46 209 13995.6 13895.3 27890.911/24/2009 19:46 210 15731.3 15576.2 31307.411/24/2009 19:47 211 17466.9 17313.1 34780.011/24/2009 19:47 212 17243.0 17089.0 34331.911/24/2009 19:48 213 17131.0 16976.9 34107.911/24/2009 19:48 214 17075.0 16920.9 33995.911/24/2009 19:49 215 17019.0 16920.9 33939.911/24/2009 19:49 216 17019.0 16808.8 33827.811/24/2009 19:50 217 16907.0 16808.8 33715.811/24/2009 19:50 218 16907.0 16808.8 33715.811/24/2009 19:51 219 16907.0 16752.8 33659.811/24/2009 19:51 220 16850.8 16752.6 33603.411/24/2009 19:52 221 16850.8 16696.5 33547.311/24/2009 19:52 222 16850.9 16696.6 33547.411/24/2009 19:53 223 16794.9 16640.5 33435.411/24/2009 19:53 224 16794.9 16640.6 33435.5
128
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 19:54 225 16794.9 16640.6 33435.511/24/2009 19:54 226 16794.9 16640.6 33435.511/24/2009 19:55 227 16738.9 16640.6 33379.611/24/2009 19:55 228 16738.9 16640.6 33379.611/24/2009 19:56 229 16739.0 16640.6 33379.611/24/2009 19:56 230 16683.0 16584.6 33267.611/24/2009 19:57 231 19818.4 19554.2 39372.511/24/2009 19:57 232 20154.3 20002.4 40156.711/24/2009 19:58 233 19874.4 19778.3 39652.711/24/2009 19:58 234 19762.4 19666.2 39428.611/24/2009 19:59 235 19706.4 19554.2 39260.611/24/2009 19:59 236 19650.4 19498.2 39148.611/24/2009 20:00 237 19594.4 19442.1 39036.611/24/2009 20:00 238 19538.5 19386.1 38924.611/24/2009 20:01 239 19482.5 19386.1 38868.611/24/2009 20:01 240 19482.5 19330.1 38812.611/24/2009 20:02 241 19426.5 19330.1 38756.611/24/2009 20:02 242 19426.5 19274.1 38700.611/24/2009 20:03 243 19370.5 19274.1 38644.611/24/2009 20:03 244 19370.5 19218.1 38588.611/24/2009 20:04 245 19370.5 19218.1 38588.611/24/2009 20:04 246 19371.2 19162.7 38533.811/24/2009 20:05 247 19315.2 19162.7 38477.811/24/2009 20:05 248 19315.1 19162.5 38477.611/24/2009 20:06 249 19315.1 19162.5 38477.611/24/2009 20:06 250 19315.3 19162.8 38478.211/24/2009 20:07 251 19315.3 19106.8 38422.111/24/2009 20:07 252 22842.6 22636.6 45479.211/24/2009 20:08 253 22450.7 22244.4 44695.011/24/2009 20:08 254 22282.5 22076.1 44358.711/24/2009 20:09 255 22226.5 21964.1 44190.611/24/2009 20:09 256 22170.4 21964.0 44134.411/24/2009 20:10 257 22114.4 21851.9 43966.411/24/2009 20:10 258 22058.5 21851.9 43910.411/24/2009 20:11 259 22002.4 21851.8 43854.211/24/2009 20:11 260 21946.4 21739.8 43686.111/24/2009 20:12 261 21946.3 21739.7 43686.011/24/2009 20:12 262 21890.3 21739.7 43630.011/24/2009 20:13 263 21890.3 21683.6 43573.911/24/2009 20:13 264 21890.3 21683.6 43573.911/24/2009 20:14 265 21834.2 21627.5 43461.711/24/2009 20:14 266 21834.2 21627.5 43461.711/24/2009 20:15 267 21834.2 21627.5 43461.711/24/2009 20:15 268 21778.2 21571.5 43349.611/24/2009 20:16 269 21778.2 21571.4 43349.6
129
TIMESTAMP RECORD LoadA LoadB TotalLoad# lbs lbs lbs
11/24/2009 20:16 270 21778.2 21571.4 43349.611/24/2009 20:17 271 21778.1 21571.4 43349.511/24/2009 20:17 272 24857.5 24653.0 49510.611/24/2009 20:18 273 24801.5 24541.0 49342.511/24/2009 20:18 274 24577.6 24372.9 48950.411/24/2009 20:19 275 24465.6 24260.8 48726.411/24/2009 20:19 276 24353.6 24148.7 48502.311/24/2009 20:20 277 24241.6 24092.7 48334.311/24/2009 20:20 278 24185.6 24036.6 48222.311/24/2009 20:21 279 24185.6 23980.6 48166.211/24/2009 20:21 280 24130.4 23925.4 48055.811/24/2009 20:22 281 24074.4 23925.4 47999.811/24/2009 20:22 282 24074.3 23869.2 47943.511/24/2009 20:23 283 24074.3 23869.2 47943.511/24/2009 20:23 284 24018.1 23869.0 47887.211/24/2009 20:24 285 23962.2 23813.0 47775.211/24/2009 20:24 286 23962.5 23757.4 47719.911/24/2009 20:25 287 23962.5 23757.4 47719.911/24/2009 20:25 288 23962.3 23757.2 47719.511/24/2009 20:26 289 23962.3 23757.2 47719.511/24/2009 20:26 290 23962.3 23757.2 47719.511/24/2009 20:27 291 23850.2 23701.0 47551.211/24/2009 20:27 292 23850.2 23645.0 47495.211/24/2009 20:28 293 13212.5 13055.5 26268.011/24/2009 20:28 294 13212.5 13111.6 26324.111/24/2009 20:29 295 13212.2 13111.3 26323.411/24/2009 20:29 296 13212.2 13055.2 26267.411/24/2009 20:30 297 13212.1 13055.1 26267.211/24/2009 20:30 298 13212.1 13055.1 26267.211/24/2009 20:31 299 13211.8 13054.9 26266.711/24/2009 20:31 300 13211.8 13054.9 26266.711/24/2009 20:32 301 7501.0 7395.9 14896.911/24/2009 20:32 302 12316.0 12046.4 24362.411/24/2009 20:33 303 110.4 56.0 166.511/24/2009 20:33 304 110.4 0.0 110.411/24/2009 20:34 305 110.4 0.0 110.411/24/2009 20:34 306 110.4 0.0 110.411/24/2009 20:35 307 85997.3 111218.5 197215.8
130
APPENDIX B LATERAL LOAD TEST E
131
TABLE B.1 Inclinometer measurements for pile 3
DATE: 11/16/09TIME:
Depth (ft) A+ A- Diff. (A)14 -31 -71 4012 28 -67 9510 25 -66 918 8 -47 556 4 -50 544 30 -62 922 -15 -31 16
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 69 -154 223 183 0.1098 0.109812 83 -123 206 111 0.0666 0.176410 106 -143 249 158 0.0948 0.27128 147 -185 332 277 0.1662 0.43746 154 -195 349 295 0.177 0.61444 181 -214 395 303 0.1818 0.79622 193 -232 425 409 0.2454 1.0416
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 68 -153 221 181 -0.1086 -0.108612 85 -125 210 115 0.069 -0.039610 129 -168 297 206 0.1236 0.0848 203 -241 444 389 0.2334 0.31746 230 -276 506 452 0.2712 0.58864 267 -299 566 474 0.2844 0.8732 268 -312 580 564 0.3384 1.2114
ASHE MICROPILE LATERAL LOAD TESTING
Baseline
MICROPILE NO: 3
10 kips
20 kips
132
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 68 -152 220 180 0.108 0.10812 89 -128 217 122 0.0732 0.181210 162 -200 362 271 0.1626 0.34388 272 -311 583 528 0.3168 0.66066 331 -373 704 650 0.39 1.05064 371 -403 774 682 0.4092 1.45982 385 -425 810 794 0.4764 1.9362
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 67 -152 219 179 0.1074 0.107412 93 -133 226 131 0.0786 0.18610 197 -240 437 346 0.2076 0.39368 346 -383 729 674 0.4044 0.7986 432 -473 905 851 0.5106 1.30864 476 -507 983 891 0.5346 1.84322 489 -522 1011 995 0.597 2.4402
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 64 -151 215 175 0.105 0.10512 91 -132 223 128 0.0768 0.181810 157 -195 352 261 0.1566 0.33848 241 -277 518 463 0.2778 0.61626 279 -321 600 546 0.3276 0.94384 310 -345 655 563 0.3378 1.28162 314 -357 671 655 0.393 1.6746
30 kips
40 Kips
Final
133
TABLE B.2 Inclinometer measurements for pile 15
PROJECT:ASHE MICROPILE LATERAL LOAD TESTINGMICROPILE NO: 15DATE: DATE :11/24/09TIME:
Depth (ft) A+ A- Diff. (A)14 -14 -31 1712 -12 28 -4010 -10 25 -358 -8 8 -166 -6 4 -104 -4 30 -342 -2 -15 13
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -32 -72 40 23 0.0138 0.013812 29 -68 97 137 0.0822 0.09610 31 -74 105 140 0.084 0.188 55 -90 145 161 0.0966 0.27666 77 -118 195 205 0.123 0.39964 100 -135 235 269 0.1614 0.5612 79 -121 200 187 0.1122 0.6732
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -31 -73 42 25 0.015 0.01512 31 -68 99 139 0.0834 0.098410 39 -79 118 153 0.0918 0.19028 95 -131 226 242 0.1452 0.33546 143 -180 323 333 0.1998 0.53524 175 -205 380 414 0.2484 0.78362 145 -198 343 330 0.198 0.9816
Baseline
20 kips
10 kips
134
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -33 -73 40 23 0.0138 0.013812 30 -69 99 139 0.0834 0.097210 47 -89 136 171 0.1026 0.19988 153 -191 344 360 0.216 0.41586 228 -269 497 507 0.3042 0.724 272 -304 576 610 0.366 1.0862 251 -277 528 515 0.309 1.395
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -30 -72 42 25 0.015 0.01512 31 -70 101 141 0.0846 0.099610 55 -99 154 189 0.1134 0.2138 223 -260 483 499 0.2994 0.51246 336 -375 711 721 0.4326 0.9454 387 -418 805 839 0.5034 1.44842 357 -395 752 739 0.4434 1.8918
Depth (ft) A+ A- Diff. (A) Change Increment Total
14 -31 -70 39 22 -0.0132 -0.013212 30 -68 98 138 0.0828 0.069610 25 -65 90 125 0.075 0.14468 976 -1013 1989 2005 1.203 1.34766 1220 -1258 2478 2488 1.4928 2.84044 1253 -1284 2537 2571 1.5426 4.3832 1215 -1261 2476 2463 1.4778 5.8608
Final
40 kips
30 kips
135
TABLE A.3 Load measurements for load test E TIMESTAMP RECORD LoadA LoadB Total
# lbs lbs lbs11/24/2009 10:20 0 614.3 560.3 1174.611/24/2009 10:21 1 614.3 560.3 1174.611/24/2009 10:21 2 614.3 560.3 1174.611/24/2009 10:22 3 614.3 560.3 1174.611/24/2009 10:22 4 2406.0 2297.2 4703.211/24/2009 10:23 5 2518.0 2409.3 4927.211/24/2009 10:23 6 2517.9 2409.3 4927.211/24/2009 10:24 7 2462.0 2409.3 4871.211/24/2009 10:24 8 2517.9 2409.3 4927.211/24/2009 10:25 9 2517.9 2409.3 4927.211/24/2009 10:25 10 2462.0 2409.3 4871.211/24/2009 10:26 11 2462.0 2353.2 4815.211/24/2009 10:26 12 2462.0 2353.2 4815.211/24/2009 10:27 13 2462.0 2353.2 4815.211/24/2009 10:27 14 2462.0 2409.3 4871.211/24/2009 10:28 15 2462.0 2353.2 4815.211/24/2009 10:28 16 2462.0 2353.2 4815.211/24/2009 10:29 17 2461.9 2353.2 4815.211/24/2009 10:29 18 2461.9 2353.2 4815.211/24/2009 10:30 19 2461.9 2353.2 4815.211/24/2009 10:30 20 2461.9 2353.2 4815.211/24/2009 10:31 21 2461.9 2353.2 4815.211/24/2009 10:31 22 2461.9 2353.2 4815.211/24/2009 10:32 23 2461.9 2353.2 4815.211/24/2009 10:32 24 2406.0 2353.2 4759.211/24/2009 10:33 25 5149.4 4930.6 10080.011/24/2009 10:33 26 5037.4 4874.6 9912.011/24/2009 10:34 27 5037.4 4818.5 9856.011/24/2009 10:34 28 5037.4 4818.5 9856.011/24/2009 10:35 29 4981.4 4818.5 9800.011/24/2009 10:35 30 4981.4 4818.5 9800.011/24/2009 10:36 31 4981.4 4818.5 9800.011/24/2009 10:36 32 4981.4 4818.5 9800.011/24/2009 10:37 33 4981.4 4818.5 9800.011/24/2009 10:37 34 4981.4 4818.5 9800.011/24/2009 10:38 35 4981.4 4818.5 9800.011/24/2009 10:38 36 4981.4 4818.5 9800.011/24/2009 10:39 37 4981.4 4818.5 9800.011/24/2009 10:39 38 4981.4 4818.5 9800.011/24/2009 10:40 39 4981.4 4818.5 9800.011/24/2009 10:40 40 4925.5 4818.5 9744.011/24/2009 10:41 41 4981.4 4762.5 9744.011/24/2009 10:41 42 4981.4 4762.5 9744.011/24/2009 10:42 43 4925.5 4762.5 9688.011/24/2009 10:42 44 4925.5 4762.5 9688.0
136
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 10:43 45 4925.5 4818.5 9744.011/24/2009 10:43 46 4925.5 4818.5 9744.011/24/2009 10:44 47 4981.4 4818.5 9800.011/24/2009 10:44 48 4981.4 4818.5 9800.011/24/2009 10:45 49 4981.4 4818.5 9800.011/24/2009 10:45 50 4981.4 4818.5 9800.011/24/2009 10:46 51 4981.4 4818.5 9800.011/24/2009 10:46 52 4925.5 4818.5 9744.011/24/2009 10:47 53 7724.9 7451.9 15176.811/24/2009 10:47 54 7612.9 7339.9 14952.811/24/2009 10:48 55 7612.9 7339.9 14952.811/24/2009 10:48 56 7500.9 7283.8 14784.811/24/2009 10:49 57 7501.0 7283.8 14784.811/24/2009 10:49 58 7501.0 7283.8 14784.811/24/2009 10:50 59 7501.0 7283.8 14784.811/24/2009 10:50 60 7501.0 7283.8 14784.811/24/2009 10:51 61 7501.0 7283.8 14784.811/24/2009 10:51 62 7445.0 7283.8 14728.811/24/2009 10:52 63 7501.0 7227.8 14728.811/24/2009 10:52 64 7501.0 7227.8 14728.811/24/2009 10:53 65 7501.0 7227.8 14728.811/24/2009 10:53 66 7501.0 7283.8 14784.811/24/2009 10:54 67 7501.0 7283.8 14784.811/24/2009 10:54 68 7501.0 7283.8 14784.811/24/2009 10:55 69 7501.0 7283.8 14784.811/24/2009 10:55 70 7501.0 7227.8 14728.811/24/2009 10:56 71 7501.0 7283.8 14784.811/24/2009 10:56 72 7501.0 7227.8 14728.811/24/2009 10:57 73 7501.0 7227.8 14728.811/24/2009 10:57 74 10244.4 9917.2 20161.611/24/2009 10:58 75 10076.4 9805.2 19881.611/24/2009 10:58 76 10020.5 9805.2 19825.611/24/2009 10:59 77 9964.5 9749.1 19713.611/24/2009 10:59 78 9964.5 9749.1 19713.611/24/2009 11:00 79 9964.5 9693.1 19657.611/24/2009 11:00 80 9964.5 9693.1 19657.611/24/2009 11:01 81 9908.5 9693.1 19601.611/24/2009 11:01 82 9908.5 9693.1 19601.611/24/2009 11:02 83 9908.5 9637.1 19545.611/24/2009 11:02 84 9908.5 9693.1 19601.611/24/2009 11:03 85 9908.5 9693.1 19601.611/24/2009 11:03 86 9908.5 9637.1 19545.611/24/2009 11:04 87 9852.1 9636.8 19488.911/24/2009 11:04 88 9852.1 9636.8 19488.911/24/2009 11:05 89 9851.9 9636.5 19488.4
137
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 11:05 90 9851.9 9636.5 19488.411/24/2009 11:06 91 9851.6 9636.3 19487.911/24/2009 11:06 92 9851.6 9636.3 19487.911/24/2009 11:07 93 9851.5 9580.1 19431.611/24/2009 11:07 94 9851.5 9580.1 19431.611/24/2009 11:08 95 12594.7 12493.4 25088.011/24/2009 11:08 96 12482.5 12325.1 24807.611/24/2009 11:09 97 12426.5 12269.1 24695.611/24/2009 11:09 98 12370.8 12269.4 24640.211/24/2009 11:10 99 12370.8 12213.3 24584.211/24/2009 11:10 100 12371.1 12213.6 24584.611/24/2009 11:11 101 12315.1 12213.6 24528.611/24/2009 11:11 102 12314.8 12213.3 24528.211/24/2009 11:12 103 12314.8 12213.3 24528.211/24/2009 11:12 104 12315.1 12157.5 24472.611/24/2009 11:13 105 12315.1 12157.5 24472.611/24/2009 11:13 106 12258.8 12157.3 24416.111/24/2009 11:14 107 12258.8 12157.3 24416.111/24/2009 11:14 108 12314.6 12101.1 24415.711/24/2009 11:15 109 12258.7 12157.1 24415.811/24/2009 11:15 110 12258.5 12157.0 24415.511/24/2009 11:16 111 12258.5 12157.0 24415.511/24/2009 11:16 112 12258.5 12100.9 24359.411/24/2009 11:17 113 12258.4 12100.8 24359.211/24/2009 11:17 114 12258.4 12100.8 24359.211/24/2009 11:18 115 12258.3 12100.7 24359.011/24/2009 11:18 116 15225.3 15013.9 30239.111/24/2009 11:19 117 15057.2 14845.7 29902.911/24/2009 11:19 118 14945.3 14789.7 29735.011/24/2009 11:20 119 14945.2 14789.6 29734.811/24/2009 11:20 120 14889.2 14733.6 29622.811/24/2009 11:21 121 14889.2 14733.5 29622.711/24/2009 11:21 122 14889.2 14677.5 29566.711/24/2009 11:22 123 14833.1 14677.5 29510.611/24/2009 11:22 124 14833.1 14677.5 29510.611/24/2009 11:23 125 14833.1 14677.4 29510.511/24/2009 11:23 126 14833.1 14621.4 29454.511/24/2009 11:24 127 14833.1 14621.4 29454.511/24/2009 11:24 128 14777.1 14621.4 29398.511/24/2009 11:25 129 14777.1 14621.4 29398.511/24/2009 11:25 130 14777.1 14621.3 29398.411/24/2009 11:26 131 14777.1 14565.3 29342.411/24/2009 11:26 132 14721.1 14565.3 29286.411/24/2009 11:27 133 14777.0 14621.3 29398.411/24/2009 11:27 134 14721.0 14621.3 29342.4
138
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 11:28 135 14721.0 14565.3 29286.311/24/2009 11:28 136 14721.0 14565.3 29286.311/24/2009 11:29 137 17464.0 17310.3 34774.311/24/2009 11:29 138 17687.9 17478.3 35166.311/24/2009 11:30 139 17632.0 17422.3 35054.311/24/2009 11:30 140 17575.4 17365.7 34941.111/24/2009 11:31 141 17519.4 17365.7 34885.111/24/2009 11:31 142 17519.5 17365.8 34885.311/24/2009 11:32 143 17519.5 17309.8 34829.311/24/2009 11:32 144 17463.5 17309.8 34773.311/24/2009 11:33 145 17463.6 17253.9 34717.511/24/2009 11:33 146 17463.6 17253.9 34717.511/24/2009 11:34 147 17463.7 17253.9 34717.611/24/2009 11:34 148 17463.7 17197.9 34661.611/24/2009 11:35 149 17407.8 17198.0 34605.711/24/2009 11:35 150 17407.8 17198.0 34605.711/24/2009 11:36 151 17351.8 17198.0 34549.811/24/2009 11:36 152 17407.8 17198.0 34605.811/24/2009 11:37 153 17351.9 17142.0 34493.911/24/2009 11:37 154 17295.9 17142.0 34437.911/24/2009 11:38 155 17295.9 17142.0 34438.011/24/2009 11:38 156 17295.9 17142.0 34438.011/24/2009 11:39 157 17240.0 17142.1 34382.011/24/2009 11:39 158 19815.0 19606.9 39422.011/24/2009 11:40 159 20038.9 19831.0 39869.911/24/2009 11:40 160 19983.0 19775.0 39758.011/24/2009 11:41 161 19983.0 19719.0 39702.011/24/2009 11:41 162 19927.0 19719.0 39646.011/24/2009 11:42 163 19927.0 19719.0 39646.011/24/2009 11:42 164 19926.7 19718.8 39645.511/24/2009 11:43 165 19926.7 19662.7 39589.511/24/2009 11:43 166 19814.9 19662.8 39477.711/24/2009 11:44 167 19870.8 19662.8 39533.611/24/2009 11:44 168 19870.9 19662.9 39533.711/24/2009 11:45 169 19814.9 19662.9 39477.811/24/2009 11:45 170 19815.0 19662.9 39477.811/24/2009 11:46 171 19815.0 19662.9 39477.811/24/2009 11:46 172 19815.3 19663.2 39478.511/24/2009 11:47 173 19815.3 19663.2 39478.511/24/2009 11:47 174 19814.6 19606.5 39421.011/24/2009 11:48 175 19814.6 19606.5 39421.011/24/2009 11:48 176 19814.6 19606.5 39421.011/24/2009 11:49 177 19758.0 19605.9 39364.011/24/2009 11:49 178 19758.0 19605.9 39364.011/24/2009 11:50 179 21604.7 21398.0 43002.7
139
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 11:50 180 11473.3 11427.2 22900.511/24/2009 11:51 181 9010.2 9018.4 18028.611/24/2009 11:51 182 8674.3 8682.3 17356.611/24/2009 11:52 183 8618.5 8570.4 17189.011/24/2009 11:52 184 8562.6 8570.4 17133.011/24/2009 11:53 185 8562.4 8514.2 17076.611/24/2009 11:53 186 8562.4 8458.2 17020.611/24/2009 11:54 187 8450.3 8458.1 16908.411/24/2009 11:54 188 8450.3 8458.1 16908.411/24/2009 11:55 189 8450.5 8458.3 16908.811/24/2009 11:55 190 8450.5 8458.3 16908.811/24/2009 11:56 191 8394.5 8402.3 16796.811/24/2009 11:56 192 8394.4 8402.1 16796.611/24/2009 11:57 193 8394.4 8402.1 16796.611/24/2009 11:57 194 8394.3 8402.0 16796.311/24/2009 11:58 195 8394.3 8402.0 16796.311/24/2009 11:58 196 8394.2 8345.9 16740.111/24/2009 11:59 197 7442.7 7393.7 14836.411/24/2009 11:59 198 54.3 56.0 110.311/24/2009 12:00 199 54.3 56.0 110.311/24/2009 12:00 200 54.3 56.0 110.311/24/2009 12:01 201 54.3 56.0 110.311/24/2009 12:01 202 54.3 56.0 110.311/24/2009 12:02 203 54.3 56.0 110.3
140
APPENDIX C LATERAL LOAD TEST F
141
TABLE C.1 Inclinometer measurements for pile 4 PROJECT:ASHE MICROPILE LATERAL LOAD TESTINGMICROPILE NO: 4DATE:TIME:
Depth (ft) A+ A- Diff. (A)18 -309 272 -58116 -289 245 -53414 -254 228 -48212 -274 230 -50410 -307 265 -5728 -333 297 -6306 -391 343 -7344 -421 385 -8062 -483 436 -919
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -310 269 -579 2 0.0012 0.001216 -288 245 -533 1 0.0006 0.001814 -254 219 -473 9 0.0054 0.007212 -270 232 -502 2 0.0012 0.008410 -306 270 -576 -4 -0.0024 0.0068 -328 298 -626 4 0.0024 0.00846 -364 316 -680 54 0.0324 0.04084 -376 353 -729 77 0.0462 0.0872 -436 382 -818 101 0.0606 0.1476
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -309 270 -579 2 0.0012 0.001216 -289 245 -534 0 0 0.001214 -254 221 -475 7 0.0042 0.005412 -273 232 -505 -1 -0.0006 0.004810 -303 263 -566 6 0.0036 0.00848 -306 269 -575 55 0.033 0.04146 -311 263 -574 160 0.096 0.13744 -304 268 -572 234 0.1404 0.27782 -357 313 -670 249 0.1494 0.4272
Baseline data
10 kips
20 kips
142
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -309 269 -578 3 0.0018 0.001816 -290 246 -536 -2 -0.0012 0.000614 -253 223 -476 6 0.0036 0.004212 -274 231 -505 -1 -0.0006 0.003610 -303 260 -563 9 0.0054 0.0098 -276 258 -534 96 0.0576 0.06666 -251 199 -450 284 0.1704 0.2374 -224 183 -407 399 0.2394 0.47642 -268 223 -491 428 0.2568 0.7332
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -310 270 -580 1 0.0006 0.000616 -289 246 -535 -1 -0.0006 014 -253 221 -474 8 0.0048 0.004812 -269 230 -499 5 0.003 0.007810 -290 251 -541 31 0.0186 0.02648 -268 230 -498 132 0.0792 0.10566 -256 205 -461 273 0.1638 0.26944 -249 214 -463 343 0.2058 0.47522 -302 242 -544 375 0.225 0.7002
Final
30 kips
143
TABLE C.2 Inclinometer measurements for pile 16 PROJECT:ASHE MICROPILE LATERAL LOAD TESTINGMICROPILE NO: 16DATE: 11/24/09TIME:
Depth (ft) A+ A- Diff. (A)18 246 -284 53016 252 -292 54414 286 -321 60712 269 -308 57710 269 -310 5798 280 -317 5976 269 -314 5834 290 -321 6112 355 -334 689
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 242 -284 526 -4 -0.0024 -0.002416 252 -292 544 0 0 -0.002414 290 -322 612 5 0.003 0.000612 262 -307 569 -8 -0.0048 -0.004210 262 -309 571 -8 -0.0048 -0.0098 308 -344 652 55 0.033 0.0246 329 -375 704 121 0.0726 0.09664 362 -393 755 144 0.0864 0.1832 375 -416 791 102 0.0612 0.2442
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 247 -284 531 1 0.0006 0.000616 251 -293 544 0 0 0.000614 284 -322 606 -1 -0.0006 012 268 -309 577 0 0 010 281 -321 602 23 0.0138 0.01388 354 -391 745 148 0.0888 0.10266 424 -470 894 311 0.1866 0.28924 479 -511 990 379 0.2274 0.51662 492 -532 1024 335 0.201 0.7176
Baseline data
10 kips
20 kips
144
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 246 -284 530 0 0 016 242 -293 535 -9 -0.0054 -0.005414 285 -322 607 0 0 -0.005412 268 -307 575 -2 -0.0012 -0.006610 309 -332 641 62 0.0372 0.03068 404 -439 843 246 0.1476 0.17826 529 -572 1101 518 0.3108 0.4894 580 -629 1209 598 0.3588 0.84782 613 -652 1265 576 0.3456 1.1934
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 246 -288 534 4 0.0024 0.002416 252 -292 544 0 0 0.002414 284 -321 605 -2 -0.0012 0.001212 270 -309 579 2 0.0012 0.002410 293 -336 629 50 0.03 0.03248 411 -455 866 269 0.1614 0.19386 1071 -1115 2186 1603 0.9618 1.15564 1111 -1145 2256 1645 0.987 2.14262 1124 -1168 2292 1603 0.9618 3.1044
Final
30 kips
145
TABLE C.3 Load measurements for load test F TIMESTAMP RECORD LoadA LoadB Total
# lbs lbs lbs11/24/2009 14:33 0 334.1573 224.0451 558.202411/24/2009 14:33 1 334.1573 224.0451 558.202411/24/2009 14:34 2 334.1573 224.0451 558.202411/24/2009 14:34 3 446.0869 336.0626 782.149411/24/2009 14:35 4 2516.969 2520.469 5037.43811/24/2009 14:35 5 2516.973 2464.463 4981.43711/24/2009 14:36 6 2461.003 2464.463 4925.46611/24/2009 14:36 7 2461.007 2408.456 4869.46311/24/2009 14:37 8 2461.007 2408.456 4869.46311/24/2009 14:37 9 2405.04 2408.458 4813.49911/24/2009 14:38 10 2405.04 2408.458 4813.49911/24/2009 14:38 11 2405.043 2408.46 4813.50311/24/2009 14:39 12 2405.043 2408.46 4813.50311/24/2009 14:39 13 2405.044 2352.451 4757.49611/24/2009 14:40 14 2349.074 2352.451 4701.52611/24/2009 14:40 15 2349.076 2352.452 4701.52811/24/2009 14:41 16 2405.046 2352.452 4757.49811/24/2009 14:41 17 2405.047 2352.453 4757.511/24/2009 14:42 18 2405.047 2296.443 4701.48911/24/2009 14:42 19 2405.047 2296.443 4701.48911/24/2009 14:43 20 2349.078 2296.443 4645.52111/24/2009 14:43 21 2349.078 2296.443 4645.52111/24/2009 14:44 22 2349.079 2296.444 4645.52311/24/2009 14:44 23 2349.079 2352.455 4701.53411/24/2009 14:45 24 2349.079 2352.456 4701.53511/24/2009 14:45 25 5035.648 5040.976 10076.6311/24/2009 14:46 26 4923.709 4872.945 9796.65411/24/2009 14:46 27 4923.709 4872.945 9796.65411/24/2009 14:47 28 4867.739 4816.935 9684.67411/24/2009 14:47 29 4867.739 4760.923 9628.66211/24/2009 14:48 30 4811.77 4760.924 9572.69311/24/2009 14:48 31 4811.77 4760.924 9572.69311/24/2009 14:49 32 4755.8 4760.924 9516.72511/24/2009 14:49 33 4755.8 4760.924 9516.72511/24/2009 14:50 34 4755.8 4760.924 9516.72511/24/2009 14:50 35 4811.84 4704.978 9516.81711/24/2009 14:51 36 4755.869 4704.978 9460.84711/24/2009 14:51 37 4699.885 4704.965 9404.8511/24/2009 14:52 38 4755.855 4648.953 9404.80911/24/2009 14:52 39 4755.775 4648.88 9404.65611/24/2009 14:53 40 4755.775 4648.88 9404.65611/24/2009 14:53 41 4699.811 4648.885 9348.69511/24/2009 14:54 42 4699.811 4648.885 9348.69511/24/2009 14:54 43 4699.815 4592.878 9292.69311/24/2009 14:55 44 4699.815 4592.878 9292.693
146
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 14:55 45 4867.729 4816.924 9684.65211/24/2009 14:56 46 7498.323 7393.419 14891.7411/24/2009 14:56 47 7386.386 7281.4 14667.7911/24/2009 14:57 48 7330.416 7281.4 14611.8211/24/2009 14:57 49 7330.419 7225.393 14555.8111/24/2009 14:58 50 7274.449 7169.382 14443.8311/24/2009 14:58 51 7274.449 7225.393 14499.8411/24/2009 14:59 52 7218.481 7113.374 14331.8611/24/2009 14:59 53 7218.481 7113.374 14331.8611/24/2009 15:00 54 7218.483 7113.375 14331.8611/24/2009 15:00 55 7218.483 7113.375 14331.8611/24/2009 15:01 56 7218.485 7113.377 14331.8611/24/2009 15:01 57 7162.516 7113.377 14275.8911/24/2009 15:02 58 7162.518 7113.379 14275.911/24/2009 15:02 59 7162.518 7057.369 14219.8911/24/2009 15:03 60 7106.649 7057.465 14164.1211/24/2009 15:03 61 7106.649 7057.465 14164.1211/24/2009 15:04 62 7106.527 7057.35 14163.8811/24/2009 15:04 63 7106.527 7057.35 14163.8811/24/2009 15:05 64 7106.532 7057.354 14163.8911/24/2009 15:05 65 7106.532 6945.333 14051.8711/24/2009 15:06 66 7106.532 6945.333 14051.8711/24/2009 15:06 67 9961.012 9913.906 19874.9211/24/2009 15:07 68 10072.95 9913.906 19986.8611/24/2009 15:07 69 9961.016 9857.9 19818.9211/24/2009 15:08 70 9905.046 9801.89 19706.9411/24/2009 15:08 71 9905.049 9745.882 19650.9311/24/2009 15:09 72 9793.108 9745.882 19538.9911/24/2009 15:09 73 9848.943 9689.742 19538.6911/24/2009 15:10 74 9792.974 9745.753 19538.7311/24/2009 15:10 75 9792.866 9689.639 19482.511/24/2009 15:11 76 9736.897 9633.63 19370.5311/24/2009 15:11 77 9736.947 9633.678 19370.6311/24/2009 15:12 78 9736.947 9633.678 19370.6311/24/2009 15:12 79 9736.988 9633.716 19370.711/24/2009 15:13 80 9736.988 9633.716 19370.711/24/2009 15:13 81 9681.188 9633.879 19315.0711/24/2009 15:14 82 9681.188 9633.879 19315.0711/24/2009 15:14 83 9681.188 9577.867 19259.0511/24/2009 15:15 84 9625.08 9521.727 19146.8111/24/2009 15:15 85 9625.08 9521.727 19146.8111/24/2009 15:16 86 9625.106 9521.751 19146.8611/24/2009 15:16 87 9625.106 9521.751 19146.8611/24/2009 15:17 88 12479.41 12378.13 24857.5411/24/2009 15:17 89 12423.44 12322.12 24745.57
147
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 15:18 90 12311.56 12210.16 24521.7211/24/2009 15:18 91 12255.59 12154.15 24409.7411/24/2009 15:19 92 12199.5 12098.02 24297.5111/24/2009 15:19 93 12199.5 12042.01 24241.511/24/2009 15:20 94 12143.42 12041.91 24185.3411/24/2009 15:20 95 12143.42 12041.91 24185.3411/24/2009 15:21 96 12143.34 12041.83 24185.1811/24/2009 15:21 97 12087.38 11985.82 24073.211/24/2009 15:22 98 12031.41 11985.82 24017.2311/24/2009 15:22 99 12031.34 11985.76 24017.1111/24/2009 15:23 100 12031.34 11985.76 24017.1111/24/2009 15:23 101 12031.29 11985.71 24017.0111/24/2009 15:24 102 12031.29 11929.71 2396111/24/2009 15:24 103 12031.59 11929.99 23961.5811/24/2009 15:25 104 11975.62 11929.99 23905.6111/24/2009 15:25 105 11975.52 11873.88 23849.4111/24/2009 15:26 106 11975.52 11873.88 23849.4111/24/2009 15:26 107 11975.78 11874.13 23849.9111/24/2009 15:27 108 11975.78 11874.13 23849.9111/24/2009 15:27 109 14606.59 14562.86 29169.4411/24/2009 15:28 110 14942.41 14842.91 29785.3211/24/2009 15:28 111 14774.49 14674.87 29449.3611/24/2009 15:29 112 14662.55 14618.86 29281.4111/24/2009 15:29 113 14662.75 14563.04 29225.811/24/2009 15:30 114 14606.78 14563.04 29169.8211/24/2009 15:30 115 14606.78 14451.02 29057.811/24/2009 15:31 116 14550.97 14451.17 29002.1411/24/2009 15:31 117 14550.97 14451.17 29002.1411/24/2009 15:32 118 14495.12 14451.3 28946.4211/24/2009 15:32 119 14495.12 14451.3 28946.4211/24/2009 15:33 120 14495.02 14395.19 28890.2111/24/2009 15:33 121 14495.02 14395.19 28890.2111/24/2009 15:34 122 14494.94 14395.11 28890.0511/24/2009 15:34 123 14494.94 14395.11 28890.0511/24/2009 15:35 124 14438.91 14395.05 28833.9611/24/2009 15:35 125 14438.91 14339.04 28777.9511/24/2009 15:36 126 14438.86 14282.98 28721.8311/24/2009 15:36 127 14382.88 14282.98 28665.8611/24/2009 15:37 128 14383.04 14283.13 28666.1811/24/2009 15:37 129 14383.04 14283.13 28666.1811/24/2009 15:38 130 14383.04 14283.13 28666.1811/24/2009 15:38 131 17629.31 17531.76 35161.0711/24/2009 15:39 132 17181.54 17083.66 34265.211/24/2009 15:39 133 17069.76 16971.8 34041.5611/24/2009 15:40 134 17013.79 16971.8 33985.59
148
TIMESTAMP RECORD LoadA LoadB Total# lbs lbs lbs
11/24/2009 15:40 135 16957.72 16859.67 33817.3911/24/2009 15:41 136 16901.75 16859.67 33761.4211/24/2009 15:41 137 16901.66 16859.59 33761.2611/24/2009 15:42 138 16845.69 16803.58 33649.2711/24/2009 15:42 139 16845.63 16747.51 33593.1411/24/2009 15:43 140 16789.66 16747.51 33537.1611/24/2009 15:43 141 16789.37 16747.23 33536.611/24/2009 15:44 142 16789.37 16691.22 33480.5911/24/2009 15:44 143 16733.64 16691.45 33425.0911/24/2009 15:45 144 16733.64 16691.45 33425.0911/24/2009 15:45 145 16733.83 16691.64 33425.4711/24/2009 15:46 146 16733.83 16691.64 33425.4711/24/2009 15:46 147 16677.86 16691.64 33369.511/24/2009 15:47 148 16677.78 16691.56 33369.3411/24/2009 15:47 149 16677.78 16691.56 33369.3411/24/2009 15:48 150 16677.72 16579.47 33257.1911/24/2009 15:48 151 16677.72 16579.47 33257.1911/24/2009 15:49 152 19868.01 19772.08 39640.0911/24/2009 15:49 153 7666.35 7673.584 15339.9311/24/2009 15:50 154 7722.41 7729.682 15452.0911/24/2009 15:50 155 7722.41 7729.682 15452.0911/24/2009 15:51 156 7722.481 7729.75 15452.2311/24/2009 15:51 157 7722.481 7729.75 15452.2311/24/2009 15:52 158 7722.431 7729.701 15452.1311/24/2009 15:52 159 7722.431 7729.701 15452.1311/24/2009 15:53 160 7722.279 7729.556 15451.8411/24/2009 15:53 161 7722.279 7729.556 15451.8411/24/2009 15:54 162 7722.279 7729.556 15451.8411/24/2009 15:54 163 7722.158 7729.44 15451.611/24/2009 15:55 164 7722.158 7785.451 15507.6111/24/2009 15:55 165 7722.171 7785.462 15507.6311/24/2009 15:56 166 7722.171 7785.462 15507.6311/24/2009 15:56 167 7722.29 7785.579 15507.8711/24/2009 15:57 168 5707.346 5545.125 11252.4711/24/2009 15:57 169 110.281 56.01203 166.293
149
APPENDIX D LATERAL LOAD TEST I
150
TABLE D.1 Inclinometer measurements for pile 10 PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
10DATE: 11/25/09TIME:
Depth (ft) A+ A- Diff. (A)18 184 -222 40616 190 -229 41914 200 -235 43512 192 -232 42410 226 -256 4828 243 -283 5266 211 -251 4624 171 -206 3772 122 -166 288
Depth (ft) A+ A- Diff. (A) Change Increment Total
17.75 184 -223 407 1 0.0006 0.000615.75 191 -230 421 2 0.0012 0.001813.75 197 -235 432 -3 -0.0018 011.75 193 -233 426 2 0.0012 0.00129.75 222 -259 481 -1 -0.0006 0.00067.75 252 -291 543 17 0.0102 0.01085.75 232 -274 506 44 0.0264 0.03723.75 205 -243 448 71 0.0426 0.07981.75 165 -238 403 115 0.069 0.1488
Depth (ft) A+ A- Diff. (A) Change Increment Total
17.75 185 -222 407 1 0.0006 0.000615.75 193 -229 422 3 0.0018 0.002413.75 198 -234 432 -3 -0.0018 0.000611.75 191 -231 422 -2 -0.0012 -0.00069.75 226 -260 486 4 0.0024 0.00187.75 267 -304 571 45 0.027 0.02885.75 277 -315 592 130 0.078 0.10683.75 265 -303 568 191 0.1146 0.22141.75 224 -274 498 210 0.126 0.3474
Depth (ft) A+ A- Diff.(A) Change Increment Total
17.75 185 -223 408 2 0.0012 0.001215.75 192 -229 421 2 0.0012 0.002413.75 197 -233 430 -5 -0.003 -0.000611.75 192 -233 425 1 0.0006 09.75 232 -263 495 13 0.0078 0.00787.75 276 -326 602 76 0.0456 0.05345.75 340 -382 722 260 0.156 0.20943.75 351 -392 743 366 0.2196 0.4291.75 328 -409 737 449 0.2694 0.6984
Baseline data
MICROPILE NO:
10 kips
20 kips
30 kips
151
TABLE D.2 Inclinometer measurements for pile 10 PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
11DATE: 11/25/09TIME:
Depth (ft) A+ A- Diff. (A)18 -98 61 -15916 -101 61 -16214 -61 26 -8712 -66 23 -8910 -49 6 -558 -58 20 -786 -81 41 -1224 -57 21 -782 -60 15 -75
Depth (ft) A+ A- Diff. (A) Change Increment Total
17.333 -99 61 -160 -1 -0.0006 -0.000615.333 -105 62 -167 -5 -0.003 -0.003613.333 -61 28 -89 -2 -0.0012 -0.004811.333 -64 25 -89 0 0 -0.00489.333 -50 6 -56 -1 -0.0006 -0.00547.333 -53 15 -68 10 0.006 0.00065.333 -65 24 -89 33 0.0198 0.02043.333 -14 -33 19 97 0.0582 0.07861.333 3 -55 58 133 0.0798 0.1584
Depth (ft) A+ A- Diff. (A) Change Increment Total
17.333 -103 61 -164 -5 -0.003 -0.00315.333 -102 61 -163 -1 -0.0006 -0.003613.333 -61 25 -86 1 0.0006 -0.00311.333 -66 25 -91 -2 -0.0012 -0.00429.333 -49 4 -53 2 0.0012 -0.0037.333 -39 -14 -25 53 0.0318 0.02885.333 -18 -33 15 137 0.0822 0.1113.333 64 -97 161 239 0.1434 0.25441.333 78 -117 195 270 0.162 0.4164
Depth (ft) A+ A- Diff. (A) Change Increment Total
17.333 -99 61 -160 -1 -0.0006 -0.000615.333 -102 62 -164 -2 -0.0012 -0.001813.333 -62 27 -89 -2 -0.0012 -0.00311.333 -66 35 -101 -12 -0.0072 -0.01029.333 -47 -22 -25 30 0.018 0.00787.333 -17 -38 21 99 0.0594 0.06725.333 54 -95 149 271 0.1626 0.22983.333 142 -166 308 386 0.2316 0.46141.333 162 -202 364 439 0.2634 0.7248
10 kips
20 kips
30 kips
Baseline data
MICROPILE NO:
152
TABLE D.3 Load and displacement measurements for load test I TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD
# lbs lbs lbs in in in in 11/25/2009 11:07 0 169.5143 56.37474 225.8891 20.64579 21.70527 20.49618 21.4196811/25/2009 11:07 1 169.5143 56.37474 225.8891 20.64579 21.70345 20.49618 21.421511/25/2009 11:08 2 2141.198 2085.865 4227.063 20.63864 21.67985 20.48168 21.3870811/25/2009 11:08 3 2704.536 2705.987 5410.523 20.62435 21.65807 20.45993 21.3671511/25/2009 11:08 4 2704.433 2593.15 5297.583 20.62463 21.66018 20.46202 21.3692611/25/2009 11:08 5 2704.433 2593.15 5297.583 20.62463 21.65836 20.46202 21.3656311/25/2009 11:09 6 2704.433 2593.15 5297.583 20.62463 21.65836 20.46383 21.3692611/25/2009 11:09 7 2648.101 2593.15 5241.251 20.62463 21.65836 20.46202 21.3674411/25/2009 11:09 8 2591.769 2593.15 5184.919 20.62463 21.65836 20.4602 21.3638211/25/2009 11:09 9 2591.69 2593.08 5184.771 20.62485 21.65859 20.46042 21.3640511/25/2009 11:10 10 2591.69 2593.08 5184.771 20.62485 21.65678 20.46042 21.3640511/25/2009 11:10 11 2591.69 2536.709 5128.399 20.62485 21.65859 20.46042 21.3640511/25/2009 11:10 12 2591.69 2480.338 5072.028 20.62485 21.65859 20.46042 21.3640511/25/2009 11:10 13 2591.627 2480.284 5071.911 20.62075 21.65442 20.45991 21.3635111/25/2009 11:11 14 2591.627 2480.284 5071.911 20.61718 21.65079 20.45991 21.3635111/25/2009 11:11 15 2591.627 2480.284 5071.911 20.61897 21.65079 20.4581 21.361711/25/2009 11:11 16 2591.627 2480.284 5071.911 20.61718 21.65079 20.4581 21.361711/25/2009 11:11 17 2591.576 2480.241 5071.817 20.61746 21.65108 20.45475 21.3583711/25/2009 11:12 18 2591.576 2480.241 5071.817 20.61746 21.64927 20.45294 21.3565611/25/2009 11:12 19 2591.576 2480.241 5071.817 20.61746 21.64382 20.45294 21.3583711/25/2009 11:12 20 2591.576 2480.241 5071.817 20.61389 21.64382 20.45294 21.3565611/25/2009 11:12 21 2591.536 2480.207 5071.742 20.6145 21.6444 20.45177 21.3553411/25/2009 11:13 22 2591.536 2480.207 5071.742 20.6145 21.64259 20.45177 21.3553411/25/2009 11:13 23 2591.536 2480.207 5071.742 20.6145 21.63533 20.45177 21.3553411/25/2009 11:13 24 2591.536 2480.207 5071.742 20.59485 21.61354 20.45721 21.3680211/25/2009 11:13 25 2591.536 2480.207 5071.742 20.59485 21.61354 20.45902 21.3680211/25/2009 11:14 26 2591.544 2480.213 5071.757 20.59531 21.61403 20.45767 21.3630711/25/2009 11:14 27 2591.544 2480.213 5071.757 20.59531 21.61221 20.45586 21.3630711/25/2009 11:14 28 2591.544 2480.213 5071.757 20.59531 21.61221 20.45767 21.3630711/25/2009 11:14 29 2591.544 2480.213 5071.757 20.59531 21.60858 20.45404 21.3630711/25/2009 11:15 30 2591.609 2480.269 5071.877 20.59428 21.6075 20.45121 21.36211/25/2009 11:15 31 2591.609 2480.269 5071.877 20.59428 21.60568 20.45121 21.36211/25/2009 11:15 32 2591.609 2480.269 5071.877 20.59071 21.60568 20.45121 21.3601911/25/2009 11:15 33 2591.609 2480.269 5071.877 20.59249 21.60568 20.45121 21.3601911/25/2009 11:16 34 2591.562 2480.229 5071.79 20.58879 21.60555 20.45108 21.3564411/25/2009 11:16 35 2591.562 2480.229 5071.79 20.59058 21.60555 20.45108 21.3564411/25/2009 11:16 36 2591.562 2480.229 5071.79 20.59058 21.60374 20.45108 21.3546211/25/2009 11:16 37 2535.234 2480.229 5015.462 20.58879 21.60555 20.45108 21.3564411/25/2009 11:17 38 2535.234 2480.229 5015.462 20.58879 21.60555 20.45108 21.3600611/25/2009 11:17 39 2535.294 2480.281 5015.574 20.58691 21.60545 20.45098 21.3563311/25/2009 11:17 40 2591.623 2480.281 5071.903 20.58691 21.60363 20.44736 21.3545211/25/2009 11:17 41 2591.623 2480.281 5071.903 20.58691 21.60545 20.44736 21.3545211/25/2009 11:18 42 2591.623 2480.281 5071.903 20.58691 21.60182 20.44555 21.3545211/25/2009 11:18 43 4281.573 4171.451 8453.023 20.58038 21.59158 20.41535 21.3080711/25/2009 11:18 44 5295.514 5186.128 10481.64 20.54107 21.54801 20.38634 21.27547
153
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 11:18 45 5182.854 5073.386 10256.24 20.5375 21.54801 20.38634 21.2754711/25/2009 11:19 46 5070.193 4960.644 10030.84 20.5375 21.54801 20.38634 21.2754711/25/2009 11:19 47 5070.083 4960.543 10030.63 20.53729 21.54598 20.38614 21.2716411/25/2009 11:19 48 5070.083 4960.543 10030.63 20.53729 21.54598 20.38433 21.2698211/25/2009 11:19 49 5070.083 4960.543 10030.63 20.53729 21.5478 20.38614 21.2752611/25/2009 11:20 50 5070.083 4960.543 10030.63 20.53729 21.5478 20.38614 21.2698211/25/2009 11:20 51 5013.667 4904.093 9917.76 20.53783 21.54654 20.38667 21.2721911/25/2009 11:20 52 4957.34 4847.724 9805.064 20.53783 21.54836 20.38667 21.27411/25/2009 11:20 53 4957.34 4847.724 9805.064 20.53783 21.5411 20.38486 21.2721911/25/2009 11:21 54 4957.34 4847.724 9805.064 20.53783 21.5411 20.38486 21.2703811/25/2009 11:21 55 4957.34 4847.724 9805.064 20.53783 21.53928 20.38486 21.2685711/25/2009 11:21 56 4957.449 4847.825 9805.274 20.53111 21.53428 20.38528 21.2708211/25/2009 11:21 57 4957.449 4847.825 9805.274 20.53469 21.53428 20.3871 21.2762611/25/2009 11:22 58 4957.449 4847.825 9805.274 20.53469 21.53428 20.3871 21.2762611/25/2009 11:22 59 4957.449 4847.825 9805.274 20.53826 21.53973 20.39072 21.2780711/25/2009 11:22 60 4957.537 4847.906 9805.443 20.5379 21.53573 20.39037 21.2758911/25/2009 11:22 61 4957.537 4847.906 9805.443 20.5379 21.53754 20.39218 21.2758911/25/2009 11:23 62 4957.537 4847.906 9805.443 20.5379 21.53573 20.38675 21.2758911/25/2009 11:23 63 4957.537 4847.906 9805.443 20.5379 21.53573 20.38675 21.2758911/25/2009 11:23 64 4957.429 4847.807 9805.235 20.53692 21.53833 20.38577 21.2748711/25/2009 11:23 65 4957.429 4847.807 9805.235 20.53514 21.5347 20.38577 21.2748711/25/2009 11:24 66 4957.429 4847.807 9805.235 20.53514 21.53833 20.38758 21.2748711/25/2009 11:24 67 4901.1 4847.807 9748.906 20.53514 21.53288 20.39302 21.280311/25/2009 11:24 68 4901.191 4847.891 9749.082 20.53326 21.53461 20.39112 21.2802111/25/2009 11:24 69 4901.191 4847.891 9749.082 20.53683 21.53279 20.39293 21.2802111/25/2009 11:25 70 4844.861 4847.891 9692.752 20.53148 21.53279 20.38931 21.278411/25/2009 11:25 71 4844.861 4847.891 9692.752 20.53505 21.53279 20.39293 21.2711611/25/2009 11:25 72 4844.861 4847.891 9692.752 20.53505 21.53279 20.39293 21.2729711/25/2009 11:25 73 4844.758 4791.424 9636.182 20.53389 21.53345 20.39174 21.2718111/25/2009 11:26 74 4844.758 4847.794 9692.552 20.53032 21.53164 20.38631 21.2681811/25/2009 11:26 75 4844.758 4791.424 9636.182 20.53032 21.52982 20.38631 21.2681811/25/2009 11:26 76 4844.758 4791.424 9636.182 20.52853 21.52982 20.38631 21.2681811/25/2009 11:26 77 4844.675 4734.979 9579.654 20.53012 21.53143 20.38611 21.2679811/25/2009 11:27 78 4844.675 4734.979 9579.654 20.53012 21.53325 20.38611 21.2679811/25/2009 11:27 79 4844.675 4734.979 9579.654 20.53369 21.53325 20.38792 21.271611/25/2009 11:27 80 4844.675 4734.979 9579.654 20.53191 21.53325 20.38611 21.2679811/25/2009 11:27 81 4844.855 4735.144 9580 20.53066 21.53381 20.38665 21.2685511/25/2009 11:28 82 4844.855 4735.144 9580 20.53066 21.53018 20.38665 21.2685511/25/2009 11:28 83 4844.855 4735.144 9580 20.53066 21.53018 20.38665 21.2685511/25/2009 11:28 84 4844.855 4735.144 9580 20.52887 21.53018 20.38484 21.2667311/25/2009 11:28 85 6647.369 6538.97 13186.34 20.50608 21.49614 20.34357 21.221911/25/2009 11:29 86 7548.642 7440.896 14989.54 20.45962 21.43623 20.29825 21.1675611/25/2009 11:29 87 7435.982 7328.156 14764.14 20.45962 21.43623 20.29825 21.1675611/25/2009 11:29 88 7435.982 7328.156 14764.14 20.45783 21.4326 20.30006 21.1675611/25/2009 11:29 89 7435.982 7328.156 14764.14 20.45962 21.43442 20.30006 21.1693711/25/2009 11:30 90 7323.182 7271.651 14594.83 20.45996 21.43296 20.30041 21.1715411/25/2009 11:30 91 7323.182 7215.281 14538.46 20.45818 21.43296 20.29859 21.16791
154
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 11:30 92 7323.182 7215.281 14538.46 20.45639 21.43478 20.29859 21.1679111/25/2009 11:30 93 7323.182 7215.281 14538.46 20.45996 21.43296 20.29678 21.1679111/25/2009 11:31 94 7323.327 7215.419 14538.75 20.45845 21.43325 20.29343 21.168211/25/2009 11:31 95 7323.327 7215.419 14538.75 20.45309 21.43325 20.29343 21.1663911/25/2009 11:31 96 7266.998 7215.419 14482.42 20.45309 21.43325 20.29343 21.1663911/25/2009 11:31 97 7266.998 7215.419 14482.42 20.45309 21.42962 20.29343 21.1627611/25/2009 11:32 98 7210.783 7215.528 14426.31 20.45331 21.43167 20.29365 21.1611811/25/2009 11:32 99 7210.783 7215.528 14426.31 20.45331 21.42622 20.29365 21.1629911/25/2009 11:32 100 7210.783 7159.157 14369.94 20.45331 21.42804 20.29183 21.1611811/25/2009 11:32 101 7210.783 7159.157 14369.94 20.45331 21.42985 20.29546 21.1611811/25/2009 11:33 102 7210.783 7102.786 14313.57 20.45331 21.42804 20.29365 21.1629911/25/2009 11:33 103 7210.875 7102.872 14313.75 20.45349 21.43004 20.29382 21.1631711/25/2009 11:33 104 7210.875 7102.872 14313.75 20.45349 21.42822 20.29382 21.1649811/25/2009 11:33 105 7210.875 7102.872 14313.75 20.45349 21.43004 20.29382 21.1631711/25/2009 11:34 106 7210.875 7102.872 14313.75 20.45349 21.43185 20.29382 21.1631711/25/2009 11:34 107 7211.052 7103.039 14314.09 20.45363 21.43382 20.29396 21.1651311/25/2009 11:34 108 7211.052 7103.039 14314.09 20.45363 21.43018 20.29396 21.1651311/25/2009 11:34 109 7211.052 7103.039 14314.09 20.45363 21.43382 20.29396 21.1669411/25/2009 11:35 110 7211.052 7103.039 14314.09 20.45363 21.43018 20.29214 21.1633211/25/2009 11:35 111 7211.09 7103.075 14314.16 20.45374 21.42849 20.29226 21.1616211/25/2009 11:35 112 7211.09 7103.075 14314.16 20.45374 21.42849 20.29045 21.1616211/25/2009 11:35 113 7211.09 7103.075 14314.16 20.45195 21.42849 20.28863 21.1616211/25/2009 11:36 114 7211.09 7103.075 14314.16 20.44123 21.41941 20.29226 21.1634311/25/2009 11:36 115 7210.865 7102.863 14313.73 20.44311 21.4195 20.29235 21.1617211/25/2009 11:36 116 7210.865 7102.863 14313.73 20.43954 21.4195 20.29416 21.1617211/25/2009 11:36 117 7210.865 7102.863 14313.73 20.43954 21.4195 20.29235 21.1617211/25/2009 11:37 118 7210.865 7102.863 14313.73 20.44132 21.4195 20.29235 21.1617211/25/2009 11:37 119 7210.865 7102.863 14313.73 20.44132 21.4195 20.29235 21.1617211/25/2009 11:37 120 7210.941 7102.935 14313.88 20.43961 21.41958 20.29423 21.1617911/25/2009 11:37 121 7210.941 7102.935 14313.88 20.44139 21.41958 20.29423 21.1617911/25/2009 11:38 122 7154.609 7102.935 14257.54 20.44139 21.41595 20.29605 21.1690411/25/2009 11:38 123 7154.609 7102.935 14257.54 20.43961 21.41232 20.29423 21.1672211/25/2009 11:38 124 7154.669 7102.991 14257.66 20.43966 21.41238 20.2961 21.1672911/25/2009 11:38 125 7154.669 7102.991 14257.66 20.43966 21.41238 20.29429 21.1672911/25/2009 11:39 126 7098.337 7102.991 14201.33 20.43966 21.41238 20.29429 21.1636611/25/2009 11:39 127 10027.6 9921.638 19949.24 20.36282 21.31797 20.21452 21.0676511/25/2009 11:39 128 10027.81 9921.837 19949.65 20.34321 21.29442 20.19281 21.0532111/25/2009 11:39 129 9915.144 9809.089 19724.23 20.345 21.29442 20.19644 21.051411/25/2009 11:40 130 9858.811 9809.089 19667.9 20.345 21.29078 20.19281 21.0459611/25/2009 11:40 131 9802.477 9696.34 19498.82 20.34321 21.28897 20.18556 21.0387211/25/2009 11:40 132 9802.502 9696.364 19498.87 20.34325 21.28901 20.18559 21.0387511/25/2009 11:40 133 9802.502 9696.364 19498.87 20.33967 21.28901 20.18559 21.0387511/25/2009 11:41 134 9689.836 9639.989 19329.82 20.33967 21.28901 20.18378 21.0387511/25/2009 11:41 135 9689.836 9639.989 19329.82 20.33967 21.28901 20.18378 21.0387511/25/2009 11:41 136 9689.836 9583.615 19273.45 20.3361 21.28175 20.18741 21.0387511/25/2009 11:41 137 9689.854 9583.634 19273.49 20.3397 21.28904 20.19287 21.0460311/25/2009 11:42 138 9689.854 9583.634 19273.49 20.3397 21.28904 20.19106 21.03878
155
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 11:42 139 9689.854 9583.634 19273.49 20.33792 21.28177 20.18562 21.0369711/25/2009 11:42 140 9689.854 9583.634 19273.49 20.33434 21.28177 20.18562 21.0351611/25/2009 11:42 141 9689.869 9583.648 19273.52 20.33437 21.2818 20.18565 21.0315611/25/2009 11:43 142 9633.536 9583.648 19217.18 20.33437 21.2818 20.18565 21.0315611/25/2009 11:43 143 9633.536 9583.648 19217.18 20.33615 21.2818 20.18565 21.03711/25/2009 11:43 144 9577.203 9583.648 19160.85 20.33437 21.2818 20.18565 21.0388111/25/2009 11:43 145 9577.215 9583.66 19160.88 20.33975 21.28908 20.19292 21.0442611/25/2009 11:44 146 9577.215 9527.285 19104.5 20.34689 21.29271 20.19835 21.0478911/25/2009 11:44 147 9577.215 9470.911 19048.13 20.34689 21.29453 20.19654 21.0478911/25/2009 11:44 148 9577.215 9470.911 19048.13 20.34689 21.29271 20.19473 21.0478911/25/2009 11:44 149 9577.224 9470.921 19048.14 20.34155 21.2891 20.19474 21.0460911/25/2009 11:45 150 9577.224 9470.921 19048.14 20.33976 21.2891 20.19293 21.0442811/25/2009 11:45 151 9577.224 9470.921 19048.14 20.33976 21.2891 20.19112 21.0424711/25/2009 11:45 152 9577.224 9470.921 19048.14 20.33797 21.28728 20.19112 21.0388411/25/2009 11:45 153 9577.224 9470.921 19048.14 20.33976 21.2891 20.19112 21.0388411/25/2009 11:46 154 9577.367 9471.058 19048.43 20.33978 21.2873 20.18569 21.0388611/25/2009 11:46 155 9521.033 9471.058 18992.09 20.33978 21.28366 20.18569 21.0388611/25/2009 11:46 156 9464.698 9471.058 18935.76 20.33799 21.28366 20.18569 21.0370511/25/2009 11:46 157 9464.698 9471.058 18935.76 20.3362 21.28185 20.18569 21.0370511/25/2009 11:47 158 9464.347 9470.717 18935.06 20.33264 21.28005 20.18389 21.0316211/25/2009 11:47 159 9464.347 9470.717 18935.06 20.33264 21.28186 20.18026 21.0334311/25/2009 11:47 160 9464.347 9470.717 18935.06 20.33264 21.28005 20.18208 21.0334311/25/2009 11:47 161 9464.347 9470.717 18935.06 20.33264 21.27641 20.18026 21.0316211/25/2009 11:48 162 9464.53 9470.895 18935.43 20.33264 21.28005 20.18027 21.0316311/25/2009 11:48 163 9464.53 9470.895 18935.43 20.33979 21.28913 20.18571 21.0388811/25/2009 11:48 164 9464.53 9470.895 18935.43 20.34336 21.28913 20.19296 21.0461211/25/2009 11:48 165 9464.53 9414.52 18879.05 20.34336 21.29276 20.19296 21.0461211/25/2009 11:49 166 9464.53 9358.146 18822.68 20.33979 21.28913 20.18752 21.0388811/25/2009 11:49 167 9464.543 9358.158 18822.7 20.33732 21.28478 20.18503 21.0381711/25/2009 11:49 168 9464.543 9358.158 18822.7 20.33553 21.28297 20.18503 21.0381711/25/2009 11:49 169 11267.22 11162.14 22429.36 20.31945 21.25937 20.14152 20.9910711/25/2009 11:50 170 12731.89 12571.5 25303.39 20.23189 21.15225 20.06175 20.900511/25/2009 11:50 171 12394.07 12289.81 24683.88 20.22488 21.15059 20.06189 20.8970211/25/2009 11:50 172 12337.74 12233.43 24571.17 20.22488 21.14332 20.06008 20.893411/25/2009 11:50 173 12281.41 12177.06 24458.46 20.22488 21.13969 20.06189 20.8952111/25/2009 11:51 174 12281.41 12177.06 24458.46 20.22488 21.13969 20.06189 20.8970211/25/2009 11:51 175 12168.71 12120.66 24289.38 20.22321 21.13799 20.06019 20.8935111/25/2009 11:51 176 12168.71 12064.29 24233 20.21428 21.12892 20.06201 20.8935111/25/2009 11:51 177 12168.71 12064.29 24233 20.21785 21.12892 20.06382 20.8989511/25/2009 11:52 178 12168.71 12064.29 24233 20.22321 21.13618 20.06926 20.9043811/25/2009 11:52 179 12168.69 12064.27 24232.96 20.2233 21.13628 20.06754 20.9008611/25/2009 11:52 180 12056.03 12064.27 24120.29 20.21973 21.13083 20.06391 20.9008611/25/2009 11:52 181 12056.03 12064.27 24120.29 20.21794 21.13264 20.06391 20.9008611/25/2009 11:53 182 12056.03 12007.89 24063.92 20.21973 21.13083 20.06028 20.8990411/25/2009 11:53 183 12056.03 11951.52 24007.54 20.21616 21.12901 20.06028 20.8972311/25/2009 11:53 184 12056.18 11951.67 24007.85 20.21265 21.12909 20.05673 20.8936911/25/2009 11:53 185 12056.18 11951.67 24007.85 20.21265 21.12909 20.05492 20.89369
156
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 11:54 186 12056.18 11951.67 24007.85 20.21265 21.12909 20.05492 20.8936911/25/2009 11:54 187 12056.18 11951.67 24007.85 20.21087 21.12909 20.05673 20.8936911/25/2009 11:54 188 12056.3 11951.79 24008.09 20.2145 21.12915 20.05679 20.8937511/25/2009 11:54 189 11999.97 11951.79 23951.75 20.21093 21.12552 20.05679 20.8937511/25/2009 11:55 190 11943.63 11951.79 23895.42 20.21093 21.12734 20.05498 20.8937511/25/2009 11:55 191 11943.63 11951.79 23895.42 20.21093 21.12552 20.05498 20.8919311/25/2009 11:55 192 11943.56 11895.34 23838.91 20.21276 21.1292 20.05502 20.893811/25/2009 11:55 193 11943.56 11895.34 23838.91 20.21276 21.1292 20.05502 20.893811/25/2009 11:56 194 11943.56 11895.34 23838.91 20.21276 21.1292 20.05502 20.893811/25/2009 11:56 195 11943.56 11895.34 23838.91 20.21633 21.1292 20.05865 20.893811/25/2009 11:56 196 11943.51 11838.91 23782.42 20.21101 21.12742 20.05506 20.8938411/25/2009 11:56 197 11943.51 11838.91 23782.42 20.2128 21.12742 20.05506 20.8938411/25/2009 11:57 198 11943.51 11838.91 23782.42 20.21101 21.12742 20.05506 20.8938411/25/2009 11:57 199 11943.51 11838.91 23782.42 20.21101 21.12561 20.05506 20.8938411/25/2009 11:57 200 11943.51 11838.91 23782.42 20.21101 21.12379 20.05506 20.8920211/25/2009 11:57 201 11943.46 11838.87 23782.33 20.21104 21.12382 20.04965 20.8884311/25/2009 11:58 202 11943.46 11838.87 23782.33 20.20925 21.12382 20.05146 20.8884311/25/2009 11:58 203 11943.46 11838.87 23782.33 20.21104 21.12201 20.05146 20.8866211/25/2009 11:58 204 11943.46 11838.87 23782.33 20.21104 21.12564 20.05509 20.8938611/25/2009 11:58 205 11943.43 11838.83 23782.26 20.21106 21.12748 20.0533 20.8938911/25/2009 11:59 206 11943.43 11838.83 23782.26 20.21106 21.12567 20.0533 20.8920811/25/2009 11:59 207 11943.43 11838.83 23782.26 20.21821 21.12385 20.05511 20.8938911/25/2009 11:59 208 11943.43 11838.83 23782.26 20.21821 21.12385 20.05511 20.8938911/25/2009 11:59 209 11943.4 11838.81 23782.21 20.21287 21.12205 20.05513 20.8939111/25/2009 12:00 210 11887.06 11838.81 23725.87 20.21108 21.12205 20.05513 20.892111/25/2009 12:00 211 11830.73 11838.81 23669.54 20.21108 21.11842 20.04969 20.8884711/25/2009 12:00 212 15154.46 14995.82 30150.28 20.10565 20.99133 19.9391 20.7562311/25/2009 12:00 213 15098.09 14995.79 30093.89 20.08243 20.9623 19.91736 20.7363211/25/2009 12:01 214 15154.43 14995.79 30150.22 20.07528 20.95504 19.91011 20.7290711/25/2009 12:01 215 15041.76 14939.42 29981.18 20.07528 20.95685 19.91011 20.7272611/25/2009 12:01 216 14985.42 14883.04 29868.47 20.06813 20.94777 19.91011 20.7272611/25/2009 12:01 217 14872.76 14826.67 29699.43 20.06635 20.94777 19.91011 20.7272611/25/2009 12:02 218 14872.94 14770.47 29643.42 20.06815 20.94961 19.91193 20.7290911/25/2009 12:02 219 14872.94 14770.47 29643.42 20.06815 20.94779 19.91012 20.7290911/25/2009 12:02 220 14816.61 14714.1 29530.7 20.05921 20.93327 19.91556 20.7327111/25/2009 12:02 221 14760.27 14657.72 29417.99 20.05921 20.93508 19.91737 20.7345211/25/2009 12:03 222 14760.21 14657.66 29417.88 20.06101 20.93509 19.91738 20.7327211/25/2009 12:03 223 14760.21 14657.66 29417.88 20.06101 20.93328 19.91557 20.7327211/25/2009 12:03 224 14760.21 14657.66 29417.88 20.05744 20.93328 19.91376 20.729111/25/2009 12:03 225 14703.88 14657.66 29361.54 20.05744 20.93328 19.91194 20.7272911/25/2009 12:04 226 14647.7 14657.82 29305.52 20.06102 20.93328 19.91376 20.7345411/25/2009 12:04 227 14647.7 14601.44 29249.14 20.06102 20.93873 19.91739 20.7345411/25/2009 12:04 228 14647.7 14601.44 29249.14 20.06102 20.94055 19.91739 20.7345411/25/2009 12:04 229 14647.7 14545.07 29192.77 20.06638 20.94055 19.92102 20.7399811/25/2009 12:05 230 14647.7 14545.07 29192.77 20.06817 20.94055 19.92102 20.7417911/25/2009 12:05 231 14647.62 14544.99 29192.61 20.06817 20.94055 19.9174 20.7345511/25/2009 12:05 232 14647.62 14544.99 29192.61 20.06817 20.94055 19.91558 20.73455
157
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 12:05 233 14647.62 14544.99 29192.61 20.06639 20.94237 19.9174 20.7345511/25/2009 12:06 234 14647.62 14544.99 29192.61 20.0646 20.94055 19.9174 20.7309311/25/2009 12:06 235 14535.09 14545.13 29080.22 20.06281 20.93874 19.91015 20.7309311/25/2009 12:06 236 14535.09 14545.13 29080.22 20.06103 20.93693 19.91196 20.7291211/25/2009 12:06 237 14535.09 14545.13 29080.22 20.06103 20.93511 19.91015 20.7273111/25/2009 12:07 238 14535.09 14545.13 29080.22 20.06103 20.93329 19.91015 20.7273111/25/2009 12:07 239 14535.21 14488.86 29024.07 20.05924 20.9333 19.91015 20.725511/25/2009 12:07 240 14535.21 14432.48 28967.69 20.05567 20.9333 19.91015 20.725511/25/2009 12:07 241 14535.21 14432.48 28967.69 20.05746 20.93148 19.91015 20.7218811/25/2009 12:08 242 14535.21 14432.48 28967.69 20.05924 20.9333 19.91015 20.7273111/25/2009 12:08 243 14535.09 14432.38 28967.47 20.06104 20.93693 19.91015 20.7273111/25/2009 12:08 244 14535.09 14432.38 28967.47 20.0664 20.94056 19.91741 20.7309411/25/2009 12:08 245 14535.09 14432.38 28967.47 20.06282 20.94056 19.91559 20.7327511/25/2009 12:09 246 14535.09 14432.38 28967.47 20.06818 20.94056 19.91559 20.7327511/25/2009 12:09 247 14535.09 14432.38 28967.47 20.0664 20.94056 19.91559 20.7309411/25/2009 12:09 248 14535.21 14432.48 28967.69 20.06283 20.94057 19.9156 20.7309411/25/2009 12:09 249 14535.21 14432.48 28967.69 20.06283 20.93875 19.91378 20.7291311/25/2009 12:10 250 14535.21 14432.48 28967.69 20.0664 20.94057 19.9156 20.7327511/25/2009 12:10 251 14478.87 14432.48 28911.36 20.06283 20.94057 19.91197 20.7309411/25/2009 12:10 252 14478.96 14432.57 28911.53 20.06819 20.94057 19.91741 20.7345711/25/2009 12:10 253 14478.96 14432.57 28911.53 20.06819 20.94057 19.9156 20.7345711/25/2009 12:11 254 14478.96 14432.57 28911.53 20.06819 20.94057 19.91741 20.7345711/25/2009 12:11 255 14478.96 14432.57 28911.53 20.0664 20.94057 19.91741 20.7345711/25/2009 12:11 256 16506.92 16349.25 32856.17 20.03245 20.90426 19.8739 20.676611/25/2009 12:11 257 17464.63 17251.28 34715.91 19.96812 20.82801 19.82495 20.6240711/25/2009 12:12 258 17577.3 17364.04 34941.34 19.93953 20.79533 19.80138 20.5896511/25/2009 12:12 259 17351.96 17138.53 34490.48 19.93953 20.79533 19.79776 20.5860211/25/2009 12:12 260 17239.16 17082.03 34321.19 19.93953 20.79351 19.79413 20.5860211/25/2009 12:12 261 17126.49 17025.65 34152.14 19.93953 20.78806 19.79413 20.582411/25/2009 12:13 262 17126.49 17025.65 34152.14 19.93595 20.78806 19.79413 20.5805911/25/2009 12:13 263 17013.82 16912.9 33926.72 19.93416 20.78806 19.79413 20.582411/25/2009 12:13 264 17013.82 16912.9 33926.72 19.92523 20.77899 19.79232 20.5787811/25/2009 12:13 265 17013.72 16912.81 33926.53 19.9288 20.7808 19.79413 20.582411/25/2009 12:14 266 16901.05 16912.81 33813.86 19.9288 20.7808 19.79413 20.5842111/25/2009 12:14 267 16901.05 16800.05 33701.11 19.92702 20.7808 19.79413 20.582411/25/2009 12:14 268 16901.05 16800.05 33701.11 19.92523 20.7808 19.78688 20.5805911/25/2009 12:14 269 16901.21 16800.21 33701.42 19.92523 20.77899 19.78688 20.5751611/25/2009 12:15 270 16901.21 16800.21 33701.42 19.92344 20.77354 19.78507 20.5733411/25/2009 12:15 271 16901.21 16800.21 33701.42 19.92523 20.77899 19.78688 20.5751611/25/2009 12:15 272 16844.87 16800.21 33645.08 19.92523 20.77717 19.78507 20.5751611/25/2009 12:15 273 16788.43 16800.1 33588.53 19.92523 20.77536 19.78507 20.5751611/25/2009 12:16 274 16788.43 16743.72 33532.15 19.92523 20.77536 19.78507 20.5733411/25/2009 12:16 275 16788.43 16687.35 33475.77 19.92523 20.7808 19.78688 20.5769711/25/2009 12:16 276 16788.43 16687.35 33475.77 19.92523 20.7808 19.78688 20.5751611/25/2009 12:16 277 16788.34 16687.26 33475.6 19.92702 20.7808 19.78688 20.5751611/25/2009 12:17 278 16788.34 16687.26 33475.6 19.92344 20.77354 19.78688 20.5751611/25/2009 12:17 279 16788.34 16687.26 33475.6 19.92344 20.77172 19.78688 20.57697
158
TIMESTAMP RECORD LoadA LoadB TotalLoad PotA PotB PotC PotD# lbs lbs lbs in in in in
11/25/2009 12:17 280 16788.34 16687.26 33475.6 19.91987 20.77172 19.78688 20.5751611/25/2009 12:17 281 16788.34 16687.26 33475.6 19.91808 20.76991 19.78507 20.5733411/25/2009 12:18 282 16732.17 16687.42 33419.59 19.91808 20.76628 19.78507 20.5751611/25/2009 12:18 283 16732.17 16687.42 33419.59 19.91272 20.75902 19.7615 20.5606611/25/2009 12:18 284 16675.83 16687.42 33363.26 19.91093 20.75902 19.75787 20.5606611/25/2009 12:18 285 16675.83 16687.42 33363.26 19.91093 20.75902 19.75968 20.5606611/25/2009 12:19 286 16675.73 16687.32 33363.05 19.91093 20.75357 19.75787 20.5606611/25/2009 12:19 287 16675.73 16630.95 33306.68 19.91093 20.75175 19.75968 20.5624711/25/2009 12:19 288 16675.73 16630.95 33306.68 19.91093 20.75357 19.7615 20.5642911/25/2009 12:19 289 16675.73 16574.57 33250.3 19.91093 20.75357 19.75968 20.5606611/25/2009 12:20 290 16675.65 16574.49 33250.14 19.91093 20.75175 19.75787 20.5606611/25/2009 12:20 291 16675.65 16574.49 33250.14 19.91093 20.75175 19.75787 20.5606611/25/2009 12:20 292 16675.65 16574.49 33250.14 19.90915 20.75175 19.75787 20.5606611/25/2009 12:20 293 16675.65 16574.49 33250.14 19.90915 20.75175 19.75787 20.5606611/25/2009 12:21 294 16675.65 16574.49 33250.14 19.91093 20.74994 19.75787 20.5606611/25/2009 12:21 295 16675.58 16574.43 33250.01 19.90915 20.75175 19.75787 20.5606611/25/2009 12:21 296 16675.58 16574.43 33250.01 19.90557 20.74994 19.75606 20.5588511/25/2009 12:21 297 16675.58 16574.43 33250.01 19.91093 20.75175 19.75787 20.5588511/25/2009 12:22 298 16675.58 16574.43 33250.01 19.91093 20.75175 19.75606 20.5588511/25/2009 12:22 299 16675.53 16574.38 33249.91 19.90557 20.74994 19.75606 20.5588511/25/2009 12:22 300 16675.53 16574.38 33249.91 19.90557 20.74631 19.75243 20.5552311/25/2009 12:22 301 16675.53 16574.38 33249.91 19.90736 20.74994 19.75425 20.5570411/25/2009 12:23 302 16675.53 16574.38 33249.91 19.90736 20.74994 19.75425 20.5606611/25/2009 12:23 303 16675.72 16574.56 33250.29 19.90557 20.74812 19.75062 20.5570411/25/2009 12:23 304 16675.72 16574.56 33250.29 19.90379 20.74631 19.75062 20.5570411/25/2009 12:23 305 16675.72 16574.56 33250.29 19.90379 20.74449 19.75062 20.5534211/25/2009 12:24 306 16675.72 16574.56 33250.29 19.90379 20.74449 19.74881 20.5534211/25/2009 12:24 307 1803.235 1860.401 3663.637 20.31123 21.26919 20.19117 21.0932511/25/2009 12:24 308 113.189 56.3758 169.5648 20.43274 21.41625 20.34346 21.2671511/25/2009 12:24 309 56.85416 56.3758 113.2299 20.45419 21.43985 20.34346 21.26896
159
Figure D.1 General positions of strain gauges in piles 10 and 11
160
TIM
ESTA
MP
10A1
10B1
10A2
10B2
10A3
10B3
10A4
10B4
10A5
10B5
10A6
10B6
10A7
10B7
TSC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
11/2
5/20
09 1
0:50
00
00
00
00
00
00
00
00
00
00
011
/25/
2009
10:
51-0
.107
43-0
.046
150.
0042
3-0
.116
11-0
.046
940.
0047
75-0
.066
71-0
.111
57-0
.003
1-0
.053
52-0
.049
260.
0002
94-0
.037
18-0
.063
4-0
.001
81-0
.090
27-0
.080
490.
0006
75-0
.087
38-0
.061
20.
0018
0711
/25/
2009
10:
52-0
.112
99-0
.075
680.
0025
75-0
.129
01-0
.064
990.
0044
19-0
.090
25-0
.171
19-0
.005
59-0
.066
9-0
.056
840.
0006
95-0
.058
7-0
.075
29-0
.001
15-0
.107
93-0
.097
740.
0007
04-0
.102
26-0
.072
330.
0020
6611
/25/
2009
10:
53-0
.112
99-0
.088
60.
0016
83-0
.132
7-0
.068
610.
0044
24-0
.102
03-0
.205
82-0
.007
16-0
.070
72-0
.060
630.
0006
97-0
.066
53-0
.079
25-0
.000
88-0
.119
71-0
.101
570.
0012
52-0
.111
55-0
.074
180.
0025
811
/25/
2009
10:
54-0
.111
14-0
.097
830.
0009
18-0
.134
54-0
.074
020.
0041
77-0
.109
88-0
.230
82-0
.008
35-0
.072
63-0
.060
630.
0008
29-0
.074
35-0
.083
21-0
.000
61-0
.121
67-0
.105
40.
0011
23-0
.113
41-0
.076
030.
0025
811
/25/
2009
10:
55-0
.198
19-0
.127
370.
0048
89-0
.243
27-0
.149
850.
0064
49-0
.219
75-0
.427
01-0
.014
31-0
.097
48-0
.098
52-7
.2E-
05-0
.093
92-0
.103
03-0
.000
63-0
.137
37-0
.118
820.
0012
81-0
.118
99-0
.083
450.
0024
5311
/25/
2009
10:
56-0
.255
61-0
.108
910.
0101
27-0
.259
86-0
.137
210.
0084
66-0
.231
52-0
.450
09-0
.015
09-0
.099
39-0
.106
1-0
.000
46-0
.088
05-0
.093
12-0
.000
35-0
.160
92-0
.145
650.
0010
54-0
.118
99-0
.081
60.
0025
8111
/25/
2009
10:
57-0
.233
38-0
.059
070.
0120
33-0
.267
23-0
.139
020.
0088
51-0
.229
56-0
.459
71-0
.015
89-0
.093
66-0
.102
31-0
.000
6-0
.088
05-0
.083
210.
0003
34-0
.155
03-0
.147
560.
0005
16-0
.107
83-0
.074
180.
0023
2311
/25/
2009
10:
58-0
.222
27-0
.129
210.
0064
24-0
.258
02-0
.139
020.
0082
14-0
.245
25-0
.469
33-0
.015
47-0
.105
13-0
.104
26.
39E-
05-0
.095
88-0
.087
180.
0006
01-0
.170
73-0
.159
060.
0008
06-0
.118
99-0
.079
740.
0027
0911
/25/
2009
10:
59-0
.129
66-0
.108
910.
0014
32-0
.167
71-0
.070
410.
0067
17-0
.160
89-0
.298
14-0
.009
47-0
.080
28-0
.064
420.
0010
95-0
.086
09-0
.083
210.
0001
99-0
.168
77-0
.157
150.
0008
02-0
.115
27-0
.079
740.
0024
5211
/25/
2009
11:
00-0
.122
25-0
.110
760.
0007
94-0
.160
34-0
.066
80.
0064
57-0
.164
81-0
.303
91-0
.009
6-0
.080
28-0
.064
420.
0010
95-0
.090
01-0
.077
270.
0008
79-0
.164
84-0
.155
230.
0006
64-0
.113
41-0
.077
890.
0024
5211
/25/
2009
11:
01-6
.201
235.
5798
760.
8132
33-7
.049
865.
2279
140.
8475
17-2
.016
641.
6449
080.
2527
510.
0057
34-0
.104
2-0
.007
59-0
.091
96-0
.077
270.
0010
14-0
.192
32-0
.178
230.
0009
73-0
.139
44-0
.094
580.
0030
9711
/25/
2009
11:
02-0
.538
990.
3710
490.
0628
19-1
.183
080.
4658
240.
1138
21-0
.861
28-0
.321
230.
0372
79-0
.097
48-0
.157
25-0
.004
13-0
.109
57-0
.095
10.
0009
99-0
.188
39-0
.168
640.
0013
63-0
.126
43-0
.083
450.
0029
6611
/25/
2009
11:
03-0
.742
720.
2676
70.
0697
46-1
.394
970.
4622
130.
1281
98-0
.833
82-0
.417
40.
0287
45-0
.086
01-0
.157
25-0
.004
92-0
.109
57-0
.099
060.
0007
26-0
.186
43-0
.178
230.
0005
66-0
.122
71-0
.089
020.
0023
2611
/25/
2009
11:
04-0
.726
050.
2455
170.
0670
66-1
.358
120.
4261
010.
1231
62-0
.865
21-0
.471
250.
0271
94-0
.105
13-0
.162
94-0
.003
99-0
.117
4-0
.101
050.
0011
29-0
.188
39-0
.176
310.
0008
34-0
.124
57-0
.085
310.
0027
111
/25/
2009
11:
05-0
.711
230.
2362
870.
0654
06-1
.339
690.
4080
450.
1206
44-0
.865
21-0
.486
640.
0261
32-0
.099
39-0
.164
83-0
.004
52-0
.115
44-0
.101
050.
0009
94-0
.184
47-0
.174
390.
0006
96-0
.126
43-0
.087
160.
0027
111
/25/
2009
11:
06-0
.618
630.
2049
040.
0568
47-1
.219
930.
4261
010.
1136
23-0
.810
28-0
.328
920.
0332
27-0
.087
93-0
.123
15-0
.002
43-0
.107
62-0
.087
180.
0014
11-0
.174
66-0
.159
060.
0010
76-0
.115
27-0
.077
890.
0025
811
/25/
2009
11:
07-0
.616
780.
2122
880.
0572
29-1
.208
870.
4351
290.
1134
83-0
.780
85-0
.330
840.
0310
63-0
.082
19-0
.121
25-0
.002
7-0
.103
7-0
.083
210.
0014
14-0
.172
69-0
.160
980.
0008
09-0
.117
13-0
.077
890.
0027
0911
/25/
2009
11:
08-0
.613
070.
2178
270.
0573
56-1
.199
660.
4333
230.
1127
22-0
.776
93-0
.315
450.
0318
55-0
.082
19-0
.113
68-0
.002
17-0
.101
75-0
.079
250.
0015
53-0
.168
77-0
.157
150.
0008
02-0
.113
41-0
.076
030.
0025
811
/25/
2009
11:
09-3
1.75
6231
.798
854.
3871
14-4
4.19
0741
.503
45.
9153
45-4
1.73
8423
.655
734.
5140
63-0
.181
580.
0814
70.
0181
58-0
.080
22-0
.546
81-0
.032
21-0
.290
44-0
.291
29-5
.9E-
05-0
.172
9-0
.114
980.
0039
9911
/25/
2009
11:
10-3
0.83
0631
.168
944.
2797
36-4
3.54
2541
.200
985.
8497
25-4
2.87
7123
.802
594.
6028
05-0
.510
330.
2690
450.
0537
99-0
.475
46-1
.028
2-0
.038
15-0
.690
74-0
.787
6-0
.006
69-0
.217
52-0
.165
050.
0036
2211
/25/
2009
11:
11-3
0.52
6930
.893
964.
2397
92-4
3.31
2541
.066
185.
8245
37-4
3.31
1123
.870
224.
6374
33-0
.613
540.
3296
760.
0651
09-0
.604
59-1
.071
78-0
.032
25-1
.092
98-1
.124
83-0
.002
2-0
.290
03-0
.191
010.
0068
3511
/25/
2009
11:
12-3
0.32
0730
.723
034.
2137
64-4
3.22
8540
.971
455.
8122
-43.
6011
23.9
1466
4.66
0517
-0.6
9954
0.34
6729
0.07
2223
-0.6
6328
-1.1
4309
-0.0
3312
-1.2
4406
-1.2
5895
-0.0
0103
-0.3
0304
-0.2
0585
0.00
6709
11/2
5/20
09 1
1:13
-30.
1459
30.5
7441
4.19
1434
-43.
0988
40.8
8037
5.79
6962
-43.
8171
23.9
4365
4.67
7429
-0.7
6261
0.35
4308
0.07
7099
-0.6
9263
-1.1
8865
-0.0
3424
-1.3
3627
-1.3
3942
-0.0
0022
-0.3
1234
-0.2
0585
0.00
7351
11/2
5/20
09 1
1:14
-30.
0649
30.5
5026
4.18
4176
-43.
0696
40.9
0041
5.79
6328
-43.
9981
23.9
6104
4.69
1122
-0.8
1039
0.35
2414
0.08
0267
-0.7
1024
-1.2
2431
-0.0
3549
-1.3
9906
-1.3
969
0.00
0149
-0.3
1234
-0.2
0956
0.00
7095
11/2
5/20
09 1
1:15
-29.
9968
30.4
9267
4.17
5499
-43.
0367
40.8
8583
5.79
3053
-44.
1557
23.9
823
4.70
3469
-0.8
4862
0.35
4308
0.08
3036
-0.7
2784
-1.2
5006
-0.0
3605
-1.4
4614
-1.4
4096
0.00
0358
-0.3
1978
-0.2
1326
0.00
7352
11/2
5/20
09 1
1:16
-29.
9213
30.4
295
4.16
593
-42.
9892
40.8
6398
5.78
8267
-44.
2997
24.0
1708
4.71
581
-0.8
8684
0.35
4308
0.08
5675
-0.7
3958
-1.2
6986
-0.0
366
-1.4
8146
-1.4
7162
0.00
0679
-0.3
2163
-0.2
1697
0.00
7225
11/2
5/20
09 1
1:17
-29.
8569
30.3
8306
4.15
8276
-42.
9509
40.8
5305
5.78
4865
-44.
4184
24.0
4027
4.72
5603
-0.9
1742
0.35
9993
0.08
8178
-0.7
4741
-1.2
8769
-0.0
3729
-1.5
1089
-1.4
9844
0.00
0859
-0.3
2349
-0.2
1512
0.00
7481
11/2
5/20
09 1
1:18
-29.
8182
30.3
5705
4.15
3813
-42.
9454
40.8
6398
5.78
5241
-44.
5468
24.0
3641
4.73
4201
-0.9
4799
0.35
2414
0.08
9765
-0.7
5719
-1.3
0552
-0.0
3785
-1.5
3639
-1.5
2335
0.00
0901
-0.3
2721
-0.2
1883
0.00
7482
11/2
5/20
09 1
1:19
-54.
3296
59.6
2662
7.86
6233
-96.
5249
307.
0095
27.8
554
-108
.02
21.8
3389
8.96
364
-4.7
4011
1.98
9751
0.46
4553
-0.1
6436
-2.5
1567
-0.1
6231
-1.7
4631
-1.8
5095
-0.0
0722
-0.3
6811
-0.2
5035
0.00
8129
11/2
5/20
09 1
1:20
-65.
1529
58.5
0162
8.53
5697
-69.
5471
310.
1036
26.2
0675
-165
.16
22.8
5775
12.9
7859
-7.8
0994
2.33
093
0.70
0009
-0.1
2131
-3.0
4639
-0.2
0191
-2.7
8598
-2.7
4745
0.00
266
-0.4
7222
-0.3
1526
0.01
0835
11/2
5/20
09 1
1:21
-64.
5079
57.9
8218
8.45
5317
-68.
9787
310.
4462
26.1
9116
-166
.83
23.0
2197
13.1
0523
-8.4
3017
2.33
093
0.74
2823
-0.1
7806
-3.2
6817
-0.2
1331
-3.1
7826
-3.0
9604
0.00
5675
-0.5
1498
-0.3
4678
0.01
161
11/2
5/20
09 1
1:22
-64.
1022
57.7
5799
8.41
1837
-68.
6754
310.
6869
26.1
8684
-167
.681
23.1
7847
13.1
7479
-8.7
5838
2.35
178
0.76
6919
-0.2
0154
-3.3
9291
-0.2
203
-3.3
9008
-3.2
9906
0.00
6283
-0.5
3914
-0.3
5976
0.01
2382
11/2
5/20
09 1
1:23
-63.
7714
57.6
2534
8.37
9847
-68.
2849
311.
3241
26.2
0387
-167
.985
23.8
0838
13.2
3925
-8.8
9958
2.48
0677
0.78
5563
-0.1
8393
-3.4
4043
-0.2
2479
-3.5
0971
-3.4
1014
0.00
6873
-0.5
4286
-0.3
6162
0.01
2511
11/2
5/20
09 1
1:24
-63.
5174
57.4
4973
8.35
0188
-68.
0524
311.
3857
26.1
9207
-168
.371
23.9
6297
13.2
7654
-9.0
446
2.50
3423
0.79
7143
-0.1
8197
-3.4
9785
-0.2
2889
-3.5
8816
-3.4
9058
0.00
6736
-0.5
4844
-0.3
6718
0.01
2512
11/2
5/20
09 1
1:25
-63.
3255
57.3
227
8.32
8171
-67.
8563
311.
4415
26.1
8239
-168
.616
24.1
311
13.3
0506
-9.1
6671
2.52
0483
0.80
675
-0.1
898
-3.5
434
-0.2
3149
-3.6
5484
-3.5
5953
0.00
6579
-0.5
5402
-0.3
7089
0.01
2641
11/2
5/20
09 1
1:26
-63.
1464
57.2
0501
8.30
7683
-67.
6746
311.
4512
26.1
7051
-168
.886
24.2
3545
13.3
3088
-9.2
6783
2.53
3752
0.81
4647
-0.1
898
-3.5
8894
-0.2
3464
-3.7
0387
-3.6
1123
0.00
6394
-0.5
5959
-0.3
746
0.01
277
11/2
5/20
09 1
1:27
-62.
9946
57.1
116
8.29
0762
-67.
5311
311.
4723
26.1
6207
-169
.112
24.3
2821
13.3
5288
-9.3
556
2.54
8917
0.82
1752
-0.1
9175
-3.6
2656
-0.2
371
-3.7
4309
-3.6
5528
0.00
6061
-0.5
5959
-0.3
7645
0.01
2642
11/2
5/20
09 1
1:28
-62.
916
57.0
2381
8.27
9276
-67.
5438
311.
5262
26.1
6667
-169
.433
24.4
345
13.3
8238
-9.4
6244
2.55
8395
0.82
9781
-0.2
0349
-3.6
6219
-0.2
3875
-3.7
8623
-3.7
0124
0.00
5867
-0.5
6703
-0.3
8202
0.01
2771
11/2
5/20
09 1
1:29
-62.
7369
56.9
3788
8.26
0979
-67.
3186
311.
5243
26.1
5098
-169
.547
24.5
5239
13.3
9838
-9.5
0442
2.57
1664
0.83
3595
-0.1
9567
-3.6
9189
-0.2
4134
-3.8
1369
-3.7
3188
0.00
5647
-0.5
6703
-0.3
7831
0.01
3027
11/2
5/20
09 1
1:30
-94.
3388
86.5
9953
12.4
8992
-123
.453
436.
2695
38.6
3686
-252
.778
88.5
5649
23.5
6185
-19.
0882
12.0
5843
2.15
0005
1.97
6633
-5.0
1435
-0.4
8258
-3.9
5292
-4.0
0956
-0.0
0391
-0.6
0607
-0.3
9871
0.01
4314
11/2
5/20
09 1
1:31
-93.
2366
85.6
1299
12.3
4573
-121
.901
435.
2997
38.4
6276
-254
.294
89.1
9225
23.7
1038
-20.
5212
.426
882.
2742
741.
9805
48-5
.283
55-0
.501
43-4
.149
02-4
.229
78-0
.005
57-0
.635
81-0
.419
10.
0149
5911
/25/
2009
11:
32-9
2.70
2685
.043
712
.269
57-1
21.1
5643
4.83
0638
.378
95-2
54.8
3689
.575
723
.774
22-2
1.19
3912
.620
62.
3341
641.
9942
5-5
.447
84-0
.513
72-4
.280
41-4
.390
63-0
.007
61-0
.652
54-0
.424
670.
0157
311
/25/
2009
11:
33-9
2.36
8484
.722
4412
.224
33-1
20.8
3143
4.58
2338
.339
38-2
55.1
6889
.806
5623
.813
09-2
1.59
7412
.772
552.
3725
072.
0079
52-5
.558
68-0
.522
31-4
.380
41-4
.520
83-0
.009
69-0
.661
84-0
.430
230.
0159
8811
/25/
2009
11:
34-9
2.16
8684
.513
9212
.196
14-1
20.6
9143
4.46
838
.321
82-2
55.4
590
.025
723
.847
67-2
1.87
1412
.899
812.
4002
12.
0216
54-5
.637
85-0
.528
72-4
.460
81-4
.618
48-0
.010
88-0
.674
85-0
.433
940.
0166
311
/25/
2009
11:
35-9
1.95
0684
.301
6512
.166
44-1
20.3
7543
4.29
2638
.287
9-2
55.6
1990
.315
2823
.879
38-2
2.08
6513
.013
782.
4229
222.
0353
56-5
.703
17-0
.534
18-4
.523
55-4
.702
73-0
.012
37-0
.678
57-0
.441
360.
0163
7511
/25/
2009
11:
36-9
1.79
9884
.136
3512
.144
62-1
20.2
843
4.20
438
.275
21-2
55.8
1490
.464
23.9
0304
-22.
2654
13.0
9166
2.44
0647
2.04
5143
-5.7
5265
-0.5
3827
-4.5
7846
-4.7
7166
-0.0
1334
-0.6
86-0
.448
770.
0163
7611
/25/
2009
11:
37-9
1.66
1784
.001
1112
.125
76-1
20.1
9543
4.12
3238
.263
81-2
55.9
8590
.612
7123
.925
16-2
2.41
13.1
6384
2.45
5613
2.05
1015
-5.7
7046
-0.5
3991
-4.6
2944
-4.8
4059
-0.0
1458
-0.6
9344
-0.4
5063
0.01
6761
11/2
5/20
09 1
1:38
-91.
5346
83.8
7714
12.1
0842
-120
.125
434.
0443
38.2
5353
-256
.134
90.7
2817
23.9
4343
-22.
5375
13.2
2273
2.46
8479
2.05
6888
-5.8
1202
-0.5
4318
-4.6
7258
-4.8
9611
-0.0
1543
-0.6
953
-0.4
5434
0.01
6633
TAB
LE D
.4 S
train
gag
e m
easu
rem
ents
for p
ile 1
0
161
TIM
ESTA
MP
10A1
10B1
10A2
10B2
10A3
10B3
10A4
10B4
10A5
10B5
10A6
10B6
10A7
10B7
TSC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tC
omp.
Tens
ileM
omen
tSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
11/2
5/20
09 1
1:39
-91.
4437
83.7
8699
12.0
9593
-120
.082
434.
0128
38.2
4838
-256
.28
90.8
4753
23.9
6172
-22.
6498
13.2
8351
2.48
0425
2.05
8845
-5.8
4171
-0.5
4536
-4.7
0787
-4.9
4398
-0.0
163
-0.6
9716
-0.4
5804
0.01
6506
11/2
5/20
09 1
1:40
-105
.322
79.8
8553
12.7
8458
-204
.605
525.
1143
50.3
7148
-338
.791
163.
5677
34.6
7707
-33.
6728
29.4
6874
4.35
857
6.08
2912
-6.6
3926
-0.8
7819
-4.3
9806
-4.8
291
-0.0
2975
-0.6
5626
-0.4
0798
0.01
7139
11/2
5/20
09 1
1:41
-100
.037
80.2
7028
12.4
4632
-205
.972
521.
7395
50.2
3289
-346
.326
162.
3324
35.1
1193
-39.
0757
30.8
2569
4.82
5191
6.23
9628
-7.1
6563
-0.9
2535
-4.5
2748
-5.0
7226
-0.0
3761
-0.6
9344
-0.4
2467
0.01
8553
11/2
5/20
09 1
1:42
-98.
1955
79.9
3995
12.2
9644
-205
.001
520.
8546
50.1
0481
-346
.856
161.
5611
35.0
9534
-40.
3918
31.2
5648
4.94
578
6.25
5299
-7.3
8526
-0.9
4159
-4.6
0003
-5.2
2351
-0.0
4304
-0.7
1575
-0.4
4321
0.01
8813
11/2
5/20
09 1
1:43
-97.
3355
79.7
0536
12.2
2088
-204
.455
520.
3101
50.0
2953
-347
.166
161.
6365
35.1
219
-41.
2545
31.5
2717
5.02
4017
6.25
5299
-7.5
3563
-0.9
5197
-4.6
5689
-5.3
3263
-0.0
4665
-0.7
2504
-0.4
4321
0.01
9455
11/2
5/20
09 1
1:44
-96.
7766
79.6
2842
12.1
7699
-204
.066
519.
8978
49.9
7419
-347
.411
161.
7891
35.1
4937
-41.
8839
31.7
8454
5.08
5229
6.25
7258
-7.6
3456
-0.9
5893
-4.6
9807
-5.4
1878
-0.0
4975
-0.7
3062
-0.4
4321
0.01
9839
11/2
5/20
09 1
1:45
-96.
4173
79.5
3834
12.1
4597
-203
.863
519.
7077
49.9
4707
-347
.634
161.
9338
35.1
7477
-42.
3882
31.9
5993
5.13
2142
6.25
7258
-7.7
1766
-0.9
6467
-4.7
3532
-5.4
877
-0.0
5194
-0.7
3248
-0.4
4506
0.01
984
11/2
5/20
09 1
1:46
-96.
1233
79.4
0322
12.1
1635
-203
.673
519.
5355
49.9
2206
-347
.86
162.
0845
35.2
0071
-42.
8108
32.1
2389
5.17
2636
6.25
5299
-7.7
9878
-0.9
7013
-4.7
6277
-5.5
5279
-0.0
5453
-0.7
3062
-0.4
4877
0.01
9455
11/2
5/20
09 1
1:47
-95.
9218
79.2
8512
.094
28-2
03.6
7151
9.42
1549
.914
06-3
48.0
8716
2.21
9335
.225
69-4
3.29
0332
.215
415.
2120
526.
2298
33-7
.879
89-0
.973
97-4
.803
95-5
.621
71-0
.056
45-0
.734
34-0
.450
630.
0195
8411
/25/
2009
11:
48-9
5.60
4279
.140
5112
.062
38-2
03.4
1451
9.10
9349
.874
75-3
48.2
6216
2.29
8635
.243
29-4
3.62
9532
.335
535.
2437
596.
2259
15-7
.935
29-0
.977
53-4
.831
4-5
.669
57-0
.057
86-0
.736
2-0
.454
340.
0194
5611
/25/
2009
11:
49-9
5.42
9979
.071
0812
.045
56-2
03.2
3651
8.89
5149
.847
68-3
48.3
916
2.39
5835
.258
84-4
3.91
1932
.430
865.
2698
36.
2259
15-7
.976
84-0
.980
4-4
.854
92-5
.713
6-0
.059
27-0
.736
2-0
.454
340.
0194
5611
/25/
2009
11:
50-9
5.19
7678
.930
3512
.019
8-2
03.0
0951
8.63
749
.814
17-3
48.5
1116
2.46
9235
.272
24-4
4.16
232
.528
15.
2938
086.
2278
74-8
.020
36-0
.983
54-4
.870
61-5
.753
8-0
.060
97-0
.736
2-0
.454
340.
0194
5611
/25/
2009
11:
51-1
17.1
2218
9.83
0221
.188
47-2
79.1
4464
5.65
1263
.837
32-4
21.8
430
7.47
8350
.343
79-7
7.19
9646
.431
518.
5340
8111
.264
77-9
.753
16-1
.450
84-4
.009
79-5
.212
02-0
.082
99-0
.635
81-0
.341
220.
0203
3511
/25/
2009
11:
52-1
14.6
7918
9.14
3520
.972
4-2
75.3
0664
3.37
8463
.415
49-4
21.8
6733
5.74
0652
.296
56-8
5.93
4944
.993
999.
0378
3210
.923
6-1
0.43
54-1
.474
38-4
.043
13-5
.382
41-0
.092
45-0
.656
26-0
.346
780.
0213
6311
/25/
2009
11:
53-1
13.6
3218
8.88
6420
.882
4-2
74.0
2964
2.58
963
.272
83-4
21.7
1233
7.83
52.4
301
-88.
6022
44.9
5194
9.21
905
10.8
1185
-10.
7163
-1.4
8605
-4.0
5686
-5.4
877
-0.0
9877
-0.6
6741
-0.3
542
0.02
1621
11/2
5/20
09 1
1:54
-112
.981
188.
6505
20.8
2119
-273
.235
642.
1043
63.1
8457
-421
.925
338.
7646
52.5
0928
-89.
9203
45.0
4177
9.31
6237
10.7
4715
-10.
8883
-1.4
9346
-4.0
6274
-5.5
6237
-0.1
0352
-0.6
7299
-0.3
5605
0.02
1878
11/2
5/20
09 1
1:55
-112
.473
188.
4281
20.7
7075
-272
.618
641.
7158
63.1
1515
-422
.123
339.
2779
52.5
5839
-90.
8495
45.1
3352
9.38
6712
10.6
9421
-11.
0208
-1.4
9895
-4.0
6862
-5.6
2745
-0.1
076
-0.6
8043
-0.3
5791
0.02
2263
11/2
5/20
09 1
1:56
-111
.856
188.
0867
20.7
0461
-271
.961
641.
1678
63.0
3195
-422
.265
339.
5233
52.5
8516
-91.
619
45.2
0806
9.44
4977
10.6
4716
-11.
1275
-1.5
0308
-4.0
7451
-5.6
7914
-0.1
1077
-0.6
8043
-0.3
5976
0.02
2135
11/2
5/20
09 1
1:57
-111
.614
188.
1174
20.6
9-2
71.6
8864
1.12
2863
.010
05-4
22.3
9333
9.87
5252
.618
27-9
2.32
2745
.305
559.
5002
8210
.617
75-1
1.20
47-1
.506
37-4
.078
43-5
.721
26-0
.113
4-0
.682
29-0
.357
910.
0223
9111
/25/
2009
11:
58-1
11.4
0918
8.05
9820
.671
92-2
71.4
9664
1.05
5462
.992
11-4
22.4
6734
0.15
5452
.642
71-9
2.90
2545
.362
899.
5442
6310
.594
22-1
1.27
19-1
.509
39-4
.084
31-5
.767
2-0
.116
17-0
.686
-0.3
5791
0.02
2648
11/2
5/20
09 1
1:59
-111
.19
187.
9563
20.6
4966
-271
.31
640.
9306
62.9
7069
-422
.603
340.
4091
52.6
6967
-93.
4391
45.4
3553
9.58
6316
10.5
7069
-11.
3253
-1.5
1145
-4.0
8823
-5.7
9974
-0.1
1814
-0.6
8229
-0.3
5976
0.02
2263
11/2
5/20
09 1
2:00
-111
.024
187.
893
20.6
338
-271
.114
640.
8468
62.9
5137
-422
.706
340.
6689
52.6
9469
-93.
9512
45.5
1581
9.62
7209
10.5
6481
-11.
3688
-1.5
1404
-4.0
8039
-5.8
2272
-0.1
2027
-0.6
7857
-0.3
542
0.02
2391
11/2
5/20
09 1
2:01
-129
.629
240.
4713
25.5
475
-313
.429
749.
7349
73.3
8869
-448
.342
428.
3592
60.5
1746
-101
.301
44.4
0725
10.0
5802
14.4
1081
-12.
8554
-1.8
8215
-2.7
4675
-4.3
8105
-0.1
1281
-0.5
2427
-0.1
6319
0.02
4925
11/2
5/20
09 1
2:02
-147
.507
241.
163
26.8
2935
-365
.578
771.
6809
78.5
0338
-494
.203
448.
4036
65.0
6678
-157
.546
.492
6914
.081
314
.096
91-1
5.17
35-2
.020
5-1
.434
37-4
.438
5-0
.207
37-0
.498
25-0
.131
670.
0253
0411
/25/
2009
12:
03-1
45.7
2323
9.76
2426
.609
5-3
63.5
6677
1.53
2578
.354
22-4
96.2
5144
9.33
2665
.272
28-1
62.9
5646
.454
4514
.455
3113
.700
63-1
5.90
06-2
.043
33-1
.338
24-4
.612
74-0
.226
03-0
.524
27-0
.144
650.
0262
0511
/25/
2009
12:
04-1
44.9
2923
9.08
8426
.508
19-3
62.1
5577
1.62
8778
.263
44-4
97.0
5344
9.88
0665
.365
49-1
65.6
6446
.697
2614
.659
0313
.575
09-1
6.28
58-2
.061
25-1
.259
76-4
.706
56-0
.237
93-0
.524
27-0
.139
090.
0265
8911
/25/
2009
12:
05-1
44.3
2623
8.58
6826
.431
92-3
61.2
2877
1.52
78.1
9199
-497
.616
450.
2723
65.4
314
-167
.034
46.9
2096
14.7
6899
13.4
417
-16.
5446
-2.0
6991
-1.2
1071
-4.7
6975
-0.2
4568
-0.5
2613
-0.1
3167
0.02
7229
11/2
5/20
09 1
2:06
-143
.656
238.
1162
26.3
5319
-360
.296
771.
5785
78.1
3171
-497
.87
450.
7307
65.4
8052
-167
.836
47.2
747
14.8
4876
13.3
8481
-16.
6947
-2.0
7634
-1.1
4596
-4.8
157
-0.2
5332
-0.5
2799
-0.1
3352
0.02
7229
11/2
5/20
09 1
2:07
-143
.268
237.
7716
26.3
0261
-359
.687
771.
4928
78.0
8373
-498
.155
450.
8911
65.5
1127
-168
.508
47.4
5445
14.9
0758
13.3
1027
-16.
8527
-2.0
8211
-1.1
1064
-4.8
5591
-0.2
5853
-0.5
2613
-0.1
2425
0.02
7741
11/2
5/20
09 1
2:08
-142
.903
237.
4172
26.2
5298
-359
.203
771.
3298
78.0
3908
-498
.394
450.
962
65.5
3266
-169
.049
47.6
0169
14.9
551
13.2
3966
-16.
9949
-2.0
8705
-1.0
7532
-4.8
9994
-0.2
6401
-0.5
2613
-0.1
2796
0.02
7485
11/2
5/20
09 1
2:09
-142
.691
237.
3185
26.2
3153
-358
.994
771.
4364
78.0
3203
-498
.654
451.
0912
65.5
5954
-169
.54
47.6
6097
14.9
931
13.1
5139
-17.
1332
-2.0
905
-1.0
6551
-4.9
4589
-0.2
6786
-0.5
3357
-0.1
2981
0.02
787
11/2
5/20
09 1
2:10
-142
.504
237.
1946
26.2
1008
-358
.723
771.
4907
78.0
1702
-498
.87
451.
3871
65.5
9487
-169
.939
47.7
5085
15.0
2684
13.1
0431
-17.
2181
-2.0
9311
-1.0
3804
-4.9
7653
-0.2
7187
-0.5
3357
-0.1
2981
0.02
787
11/2
5/20
09 1
2:11
-142
.271
237.
0029
26.1
8073
-358
.421
771.
4803
77.9
9544
-499
.064
451.
5705
65.6
2097
-170
.357
47.8
8281
15.0
6475
13.0
6508
-17.
2991
-2.0
9599
-1.0
0469
-5.0
0333
-0.2
7602
-0.5
3357
-0.1
2796
0.02
7998
11/2
5/20
09 1
2:12
-146
.057
264.
7719
28.3
5893
-367
.836
814.
7085
81.6
2933
-502
.166
486.
7977
68.2
6677
-169
.88
54.3
6412
15.4
7926
13.8
713
-15.
8611
-2.0
5238
-0.5
2003
-3.9
4254
-0.2
3625
-0.4
5735
0.01
2982
0.03
2466
11/2
5/20
09 1
2:13
-178
.095
280.
6573
31.6
6699
-442
.952
926.
6756
94.5
4341
-574
.297
559.
8438
78.2
8814
-209
.869
64.0
7346
18.9
0985
17.6
2542
-18.
168
-2.4
7077
3.87
9215
-2.6
67-0
.451
88-0
.280
730.
1687
640.
0310
2811
/25/
2009
12:
14-1
74.9
0427
7.90
3731
.256
7-4
39.0
4292
5.04
194
.160
71-5
77.1
0256
2.21
0978
.645
13-2
15.8
9865
.030
8119
.392
1117
.150
37-1
8.87
69-2
.486
914.
3112
83-2
.735
95-0
.486
46-0
.290
030.
1761
820.
0321
8211
/25/
2009
12:
15-1
73.5
6127
6.63
3731
.076
3-4
37.7
1192
4.34
4994
.020
77-5
78.3
0856
3.21
4478
.797
66-2
18.7
5765
.495
1619
.621
5116
.901
08-1
9.27
97-2
.497
514.
5096
53-2
.791
5-0
.503
99-0
.291
890.
1873
10.
0330
7811
/25/
2009
12:
16-1
72.7
427
5.68
7830
.954
34-4
37.3
0192
6.26
2194
.124
84-5
79.1
2556
3.38
8478
.866
04-2
20.1
0765
.800
2719
.735
7816
.722
47-1
9.55
61-2
.504
264.
6392
85-2
.837
47-0
.516
11-0
.291
890.
1910
190.
0333
3411
/25/
2009
12:
17-1
72.1
4627
5.02
2830
.867
41-4
36.6
3292
6.22
9994
.076
43-5
79.7
556
3.66
2278
.928
1-2
20.9
8966
.055
519
.814
3116
.594
89-1
9.75
35-2
.509
084.
7414
21-2
.883
44-0
.526
33-0
.291
890.
1947
280.
0335
911
/25/
2009
12:
18-1
71.6
2327
4.54
930
.798
6-4
36.1
3392
5.92
5794
.020
95-5
80.2
1256
3.84
6878
.972
74-2
21.6
4766
.278
1219
.875
0616
.484
97-1
9.90
55-2
.511
984.
8219
53-2
.910
26-0
.533
74-0
.291
890.
2002
920.
0339
7511
/25/
2009
12:
19-1
71.3
0927
4.12
7830
.747
84-4
35.7
1292
5.84
93.9
8596
-580
.608
564.
008
79.0
112
-222
.241
66.4
6045
19.9
2862
16.3
9469
-20.
0397
-2.5
1502
4.89
4629
-2.9
4473
-0.5
4114
-0.2
8817
0.19
8437
0.03
359
11/2
5/20
09 1
2:20
-170
.898
273.
7788
30.6
9541
-435
.154
925.
6301
93.9
3296
-580
.948
564.
163
79.0
4539
-222
.765
66.6
1783
19.9
7565
16.3
1226
-20.
1483
-2.5
1682
4.94
9628
-2.9
6772
-0.5
4652
-0.2
8817
0.20
0292
0.03
3718
11/2
5/20
09 1
2:21
-170
.698
273.
6112
30.6
7003
-434
.879
925.
5744
93.9
1015
-581
.249
564.
3327
79.0
7785
-223
.225
66.7
5218
20.0
1669
16.2
4357
-20.
2411
-2.5
1848
5.00
2663
-2.9
9262
-0.5
519
-0.2
9003
0.20
5856
0.03
423
11/2
5/20
09 1
2:22
-170
.477
273.
4942
30.6
4667
-434
.622
925.
5316
93.8
8948
-581
.53
564.
5068
79.1
0928
-223
.645
66.8
827
20.0
5468
16.1
8665
-20.
322
-2.5
2014
5.04
5878
-3.0
1368
-0.5
5634
-0.2
8817
0.20
5856
0.03
4102
11/2
5/20
09 1
2:23
-170
.307
273.
5605
30.6
3954
-434
.474
925.
6023
93.8
8413
-581
.78
564.
7041
79.1
4016
-224
.044
67.0
0938
20.0
9102
16.1
3759
-20.
3931
-2.5
2166
5.09
1056
-3.0
3092
-0.5
6065
-0.2
8631
0.21
5129
0.03
4614
11/2
5/20
09 1
2:24
-170
.294
273.
7282
30.6
5025
-434
.557
925.
8615
93.9
0777
-582
.06
564.
9843
79.1
7879
-224
.389
67.1
3798
20.1
2371
16.0
9638
-20.
4464
-2.5
2249
5.12
6414
-3.0
4433
-0.5
6401
-0.2
8259
0.21
3274
0.03
4229
162
TIM
ES
TAM
P11
A1
11B
111
A2
11B
211
A3
11B
311
A4
11B
411
A5
11B
511
A6
11B
611
A7
11B
7TS
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)11
/25/
2009
10:
500
00
00
00
00
00
00
00
00
00
00
11/2
5/20
09 1
0:51
-0.0
9504
-0.0
3109
0.00
4415
-0.1
1996
-0.0
6521
0.00
3779
-0.0
9899
-0.0
6945
0.00
2039
-0.0
7205
-0.0
8743
-0.0
0106
-0.0
7396
-0.0
8011
-0.0
0042
-0.0
5041
-0.0
5008
2.29
E-05
-0.0
767
-0.0
6456
0.00
0838
11/2
5/20
09 1
0:52
-0.0
931
-0.0
3886
0.00
3744
-0.1
4705
-0.0
9688
0.00
3463
-0.1
2649
-0.0
901
0.00
2512
-0.0
91-0
.107
9-0
.001
17-0
.089
13-0
.098
75-0
.000
66-0
.065
92-0
.053
930.
0008
28-0
.093
96-0
.081
650.
0008
511
/25/
2009
10:
53-0
.100
86-0
.062
170.
0026
71-0
.152
85-0
.115
510.
0025
78-0
.133
83-0
.099
480.
0023
71-0
.100
48-0
.120
92-0
.001
41-0
.096
71-0
.106
2-0
.000
65-0
.067
86-0
.063
560.
0002
97-0
.097
8-0
.091
140.
0004
5911
/25/
2009
10:
54-0
.120
26-0
.019
430.
0069
6-0
.176
07-0
.083
840.
0063
66-0
.146
66-0
.071
330.
0052
-0.1
0996
-0.0
9859
0.00
0785
-0.1
0051
-0.0
9688
0.00
025
-0.0
7174
-0.0
6356
0.00
0564
-0.1
0163
-0.0
9494
0.00
0462
11/2
5/20
09 1
0:55
-0.1
3189
0.02
5257
0.01
0848
-0.0
9094
-0.0
0745
0.00
5763
-0.0
385
-0.0
2816
0.00
0714
-0.0
7773
-0.0
9487
-0.0
0118
-0.0
9103
-0.0
9502
-0.0
0028
-0.0
6786
-0.0
6356
0.00
0297
-0.1
0547
-0.0
9874
0.00
0465
11/2
5/20
09 1
0:56
-0.1
3577
0.03
1085
0.01
1518
-0.0
9287
-0.0
0373
0.00
6154
-0.0
3483
-0.0
2816
0.00
0461
-0.0
7963
-0.0
9487
-0.0
0105
-0.0
9103
-0.0
9688
-0.0
004
-0.0
7174
-0.0
6356
0.00
0564
-0.1
0739
-0.1
0064
0.00
0466
11/2
5/20
09 1
0:57
-0.1
2414
0.03
8857
0.01
1251
-0.0
832
0.00
3726
0.00
6-0
.029
33-0
.026
280.
0002
11-0
.073
94-0
.085
57-0
.000
8-0
.081
54-0
.098
75-0
.001
19-0
.060
1-0
.061
63-0
.000
11-0
.099
72-0
.094
940.
0003
311
/25/
2009
10:
58-0
.139
650.
0388
570.
0123
22-0
.096
74-0
.005
590.
0062
92-0
.042
16-0
.035
660.
0004
49-0
.085
32-0
.098
59-0
.000
92-0
.091
03-0
.111
79-0
.001
43-0
.069
8-0
.071
26-0
.000
1-0
.107
39-0
.104
430.
0002
0411
/25/
2009
10:
59-0
.145
470.
0466
280.
0132
6-0
.148
98-0
.031
670.
0080
98-0
.106
33-0
.075
080.
0021
57-0
.087
21-0
.100
45-0
.000
91-0
.094
82-0
.113
65-0
.001
3-0
.067
86-0
.071
26-0
.000
24-0
.109
3-0
.104
430.
0003
3611
/25/
2009
11:
00-0
.147
410.
0505
140.
0136
62-0
.135
44-0
.018
630.
0080
63-0
.095
33-0
.061
940.
0023
05-0
.111
86-0
.117
2-0
.000
37-0
.100
51-0
.124
83-0
.001
68-0
.071
74-0
.075
12-0
.000
23-0
.109
3-0
.106
330.
0002
0511
/25/
2009
11:
01-7
.774
140.
8141
080.
5928
34-8
.473
551.
8336
090.
7114
88-2
.406
460.
6889
220.
2136
7-0
.051
19-0
.074
41-0
.001
6-0
.077
75-0
.115
51-0
.002
61-0
.067
86-0
.073
19-0
.000
37-0
.111
22-0
.106
330.
0003
3711
/25/
2009
11:
02-1
.644
560.
9287
540.
1776
32-2
.013
781.
8820
670.
2689
25-0
.661
760.
6269
720.
0889
59-0
.089
11-0
.100
45-0
.000
78-0
.092
92-0
.126
69-0
.002
33-0
.067
86-0
.075
12-0
.000
5-0
.111
22-0
.102
540.
0006
11/2
5/20
09 1
1:03
-1.6
019
0.91
1266
0.17
348
-1.9
7317
1.84
6655
0.26
3677
-0.6
5076
0.60
4445
0.08
6645
-0.0
8911
-0.1
0232
-0.0
0091
-0.0
9103
-0.1
2669
-0.0
0246
-0.0
698
-0.0
7512
-0.0
0037
-0.1
1122
-0.1
0443
0.00
0469
11/2
5/20
09 1
1:04
-1.5
7281
0.90
155
0.17
0802
-1.9
5189
1.82
0562
0.26
0407
-0.6
416
0.59
6935
0.08
5494
-0.0
91-0
.102
32-0
.000
78-0
.091
03-0
.132
28-0
.002
85-0
.067
86-0
.077
04-0
.000
63-0
.111
22-0
.104
430.
0004
6911
/25/
2009
11:
05-1
.520
460.
8840
620.
1659
81-1
.922
881.
7814
230.
2557
03-0
.641
60.
5988
130.
0856
24-0
.089
11-0
.089
29-1
.3E-
05-0
.091
03-0
.128
55-0
.002
59-0
.065
92-0
.075
12-0
.000
63-0
.111
22-0
.102
540.
0006
11/2
5/20
09 1
1:06
-1.3
3818
0.78
1075
0.14
6289
-1.8
3004
1.63
978
0.23
9517
-0.6
4893
0.55
5636
0.08
3149
-0.1
0048
-0.0
9859
0.00
013
-0.0
9103
-0.1
3042
-0.0
0272
-0.0
6786
-0.0
7512
-0.0
005
-0.1
1314
-0.1
0443
0.00
0601
11/2
5/20
09 1
1:07
-1.3
4206
0.78
3018
0.14
6691
-1.7
431.
6341
890.
2331
23-0
.603
10.
5631
450.
0805
04-0
.089
11-0
.094
87-0
.000
4-0
.089
13-0
.130
42-0
.002
85-0
.065
92-0
.077
04-0
.000
77-0
.109
3-0
.106
330.
0002
0511
/25/
2009
11:
08-1
.338
180.
7810
750.
1462
89-1
.741
071.
6267
340.
2324
75-0
.603
10.
5612
670.
0803
75-0
.091
-0.0
9301
-0.0
0014
-0.0
8534
-0.1
3601
-0.0
035
-0.0
6592
-0.0
7704
-0.0
0077
-0.1
0739
-0.1
0064
0.00
0466
11/2
5/20
09 1
1:09
-43.
6165
30.4
5779
5.11
324
-53.
3882
58.0
9741
7.69
5692
-21.
7635
29.5
8278
3.54
4364
-0.0
7205
0.72
3708
0.05
493
0.12
5163
-0.1
3042
-0.0
1764
-0.0
4459
-0.0
6163
-0.0
0118
-0.1
0163
-0.0
9684
0.00
0331
11/2
5/20
09 1
1:10
-43.
1606
29.9
5368
5.04
6972
-53.
0224
57.8
3163
7.65
2096
-22.
0135
29.7
395
3.57
2438
-0.1
2703
0.72
3708
0.05
8725
0.12
5163
-0.1
3973
-0.0
1829
-0.0
4653
-0.0
6163
-0.0
0104
-0.1
0163
-0.0
9494
0.00
0462
11/2
5/20
09 1
1:11
-42.
9297
29.6
7624
5.01
1887
-52.
9343
57.7
0345
7.63
7167
-22.
2507
29.8
4712
3.59
6241
-0.1
7822
0.71
4406
0.06
1616
0.12
137
-0.1
565
-0.0
1918
-0.0
4459
-0.0
6741
-0.0
0158
-0.0
9972
-0.0
9494
0.00
033
11/2
5/20
09 1
1:12
-42.
7758
29.4
8868
4.98
8316
-52.
8136
57.5
8094
7.62
0381
-22.
3383
29.8
9622
3.60
5675
-0.2
0097
0.71
6266
0.06
3315
0.12
3266
-0.1
6023
-0.0
1957
-0.0
4265
-0.0
6356
-0.0
0144
-0.0
9972
-0.0
9494
0.00
033
11/2
5/20
09 1
1:13
-42.
5988
29.3
2849
4.96
5041
-52.
7121
57.4
6973
7.60
5697
-22.
4295
29.9
1888
3.61
3537
-0.2
2561
0.70
3242
0.06
4118
0.11
7577
-0.1
7141
-0.0
1995
-0.0
4653
-0.0
6741
-0.0
0144
-0.0
978
-0.0
9684
6.62
E-05
11/2
5/20
09 1
1:14
-42.
5892
29.3
074.
9628
93-5
2.71
0257
.492
357.
6071
26-2
2.48
7930
.015
183.
6242
14-0
.227
510.
7255
690.
0657
90.
1232
66-0
.171
41-0
.020
34-0
.046
53-0
.063
56-0
.001
18-0
.097
8-0
.093
040.
0003
2811
/25/
2009
11:
15-4
2.53
5429
.240
574.
9545
9-5
2.68
9257
.454
667.
6030
7-2
2.55
1830
.056
723.
6314
9-0
.242
680.
7255
690.
0668
370.
1194
74-0
.176
99-0
.020
46-0
.044
59-0
.061
63-0
.001
18-0
.099
72-0
.093
040.
0004
6111
/25/
2009
11:
16-4
2.46
0329
.162
434.
9440
16-5
2.63
1757
.403
777.
5955
91-2
2.59
1930
.085
043.
6362
16-0
.248
360.
7330
110.
0677
430.
1270
59-0
.175
13-0
.020
86-0
.044
59-0
.067
41-0
.001
58-0
.095
88-0
.091
140.
0003
2711
/25/
2009
11:
17-4
2.41
6129
.125
314.
9384
-52.
6068
57.3
7926
7.59
2181
-22.
6321
30.1
1337
3.64
0942
-0.2
5405
0.73
3011
0.06
8135
0.12
3266
-0.1
7886
-0.0
2086
-0.0
4265
-0.0
6356
-0.0
0144
-0.0
9396
-0.0
8735
0.00
0457
11/2
5/20
09 1
1:18
-42.
393
29.0
7648
4.93
3435
-52.
6068
57.3
6984
7.59
153
-22.
6758
30.1
5491
3.64
6832
-0.2
5974
0.74
2314
0.06
917
0.12
7059
-0.1
8072
-0.0
2125
-0.0
3878
-0.0
6163
-0.0
0158
-0.0
8821
-0.0
9114
-0.0
002
11/2
5/20
09 1
1:19
-88.
1208
61.4
6198
10.3
2548
-118
.38
119.
8739
16.4
4631
-61.
6877
75.0
8484
9.44
1214
-1.7
2691
4.08
5061
0.40
1192
0.83
4477
-0.2
6828
-0.0
7612
0.02
5204
-0.0
3467
-0.0
0413
-0.0
7479
-0.0
7595
-8E-
0511
/25/
2009
11:
20-8
7.34
6560
.143
3910
.181
02-1
17.5
2111
9.04
216
.329
64-6
3.02
4575
.614
469.
5700
47-2
.267
044.
3215
230.
4547
990.
8534
44-0
.335
35-0
.082
060.
0193
88-0
.038
52-0
.004
-0.0
7479
-0.0
7595
-8E-
0511
/25/
2009
11:
21-8
6.95
9459
.422
3310
.104
52-1
17.0
9211
8.47
1616
.260
63-6
3.38
4475
.744
019.
6038
33-2
.492
554.
4071
730.
4762
780.
8629
27-0
.383
79-0
.086
060.
0193
88-0
.040
45-0
.004
13-0
.070
95-0
.074
05-0
.000
2111
/25/
2009
11:
22-8
6.68
2859
.041
2110
.059
12-1
16.8
1611
8.12
0616
.217
34-6
3.57
9775
.818
329.
6224
45-2
.674
474.
4630
330.
4926
910.
8515
47-0
.417
32-0
.087
590.
0174
49-0
.042
37-0
.004
13-0
.072
87-0
.072
154.
93E-
0511
/25/
2009
11:
23-8
6.53
5958
.774
0510
.030
54-1
16.6
7411
7.93
1816
.194
52-6
3.60
575
.898
349.
6297
16-2
.812
794.
5058
590.
5051
960.
8477
54-0
.449
-0.0
8951
0.01
7449
-0.0
4623
-0.0
044
-0.0
7287
-0.0
7215
4.93
E-05
11/2
5/20
09 1
1:24
-86.
4959
58.5
8744
10.0
149
-116
.75
117.
9375
16.2
0013
-63.
9667
75.9
4597
9.65
7969
-2.9
6628
4.49
8411
0.51
5277
0.82
689
-0.4
9371
-0.0
9116
0.00
7755
-0.0
5008
-0.0
0399
-0.0
7287
-0.0
7405
-8.2
E-05
11/2
5/20
09 1
1:25
-86.
4692
58.3
8709
9.99
9222
-116
.79
117.
9013
16.2
0037
-64.
1728
76.0
622
9.68
0221
-3.0
5533
4.53
9376
0.52
4252
0.82
4993
-0.5
1234
-0.0
9231
0.00
9694
-0.0
52-0
.004
26-0
.070
95-0
.074
05-0
.000
2111
/25/
2009
11:
26-8
6.42
7258
.349
779.
9937
49-1
16.6
7811
7.89
5616
.192
28-6
4.23
6176
.201
299.
6941
91-3
.083
754.
6045
470.
5307
130.
8401
67-0
.508
61-0
.093
10.
0116
33-0
.053
93-0
.004
53-0
.069
03-0
.072
15-0
.000
2211
/25/
2009
11:
27-8
6.38
7258
.231
919.
9828
49-1
16.7
1411
7.90
3216
.195
28-6
4.43
576
.273
79.
7129
18-3
.155
764.
6157
20.
5364
540.
8325
8-0
.530
97-0
.094
120.
0135
72-0
.055
86-0
.004
79-0
.065
2-0
.072
15-0
.000
4811
/25/
2009
11:
28-8
6.30
958
.163
179.
9727
05-1
16.5
3411
7.84
0316
.178
54-6
4.39
776
.428
049.
7209
51-3
.133
024.
7013
750.
5407
970.
8572
37-0
.514
2-0
.094
670.
0193
88-0
.052
-0.0
0493
-0.0
652
-0.0
6456
4.42
E-05
11/2
5/20
09 1
1:29
-90.
073
86.8
9234
12.2
1566
-128
.737
238.
8333
25.3
7288
-72.
8727
140.
115
14.7
0224
-2.9
0754
13.1
851.
1108
451.
1721
-0.0
9688
-0.0
876
0.07
1736
0.06
5486
-0.0
0043
-0.0
4602
-0.0
3228
0.00
0949
11/2
5/20
09 1
1:30
-155
.315
77.9
7252
16.1
0351
-173
.972
248.
1335
29.1
3737
-132
.413
142.
7891
18.9
9684
-8.2
7276
14.7
2974
1.58
783
2.91
7472
-0.3
2045
-0.2
2351
0.28
695
0.05
0078
-0.0
1635
-0.0
1534
-0.0
3228
-0.0
0117
11/2
5/20
09 1
1:31
-154
.946
76.4
1735
15.9
7071
-172
.865
247.
5489
29.0
2061
-133
.277
143.
1327
19.0
8018
-8.7
592
15.0
2083
1.64
1501
2.95
3524
-0.4
0428
-0.2
3178
0.29
2767
0.04
0447
-0.0
1742
-0.0
1534
-0.0
2848
-0.0
0091
11/2
5/20
09 1
1:32
-154
.719
75.4
8327
15.8
9051
-172
.144
247.
0407
28.9
357
-133
.797
143.
4125
19.1
3539
-9.0
2983
15.2
2423
1.67
4224
2.98
0089
-0.4
4341
-0.2
3632
0.29
8584
0.03
4669
-0.0
1822
-0.0
1534
-0.0
3038
-0.0
0104
11/2
5/20
09 1
1:33
-154
.619
75.0
0842
15.8
5085
-171
.788
246.
8413
28.8
974
-134
.226
143.
675
19.1
8313
-9.2
2855
15.3
6793
1.69
7859
2.99
7166
-0.4
8439
-0.2
4033
0.30
4401
0.03
6595
-0.0
1849
-0.0
1534
-0.0
2658
-0.0
0078
11/2
5/20
09 1
1:34
-154
.532
74.5
9467
15.8
1632
-171
.524
6.66
5428
.865
38-1
34.5
9514
3.87
7719
.222
56-9
.389
415
.478
031.
7165
633.
0066
54-0
.521
65-0
.243
550.
3044
010.
0308
17-0
.018
89-0
.007
67-0
.026
58-0
.001
3111
/25/
2009
11:
35-1
54.4
574
.253
8515
.787
07-1
71.2
9624
6.53
8428
.842
53-1
34.8
2314
4.03
0219
.248
81-9
.518
0815
.563
881.
7313
723.
0161
42-0
.551
46-0
.246
270.
3044
010.
0269
65-0
.019
15-0
.011
51-0
.024
68-0
.000
9111
/25/
2009
11:
36-1
54.3
7873
.978
0615
.763
1-1
71.1
3224
6.43
2828
.823
88-1
35.0
0814
4.15
1819
.269
99-9
.629
7315
.632
931.
7438
453.
0180
39-0
.583
13-0
.248
580.
3063
40.
0250
39-0
.019
42-0
.009
59-0
.022
79-0
.000
9111
/25/
2009
11:
37-1
54.3
2773
.751
5215
.743
96-1
71.0
124
6.35
8528
.810
36-1
35.1
6814
4.26
3819
.288
77-9
.724
3515
.698
251.
7548
853.
0199
37-0
.603
62-0
.250
130.
3102
170.
0250
39-0
.019
69-0
.005
75-0
.022
79-0
.001
1811
/25/
2009
11:
38-1
54.2
7873
.544
715
.726
3-1
70.9
0224
6.28
2328
.797
61-1
35.3
0914
4.35
8319
.305
01-9
.803
8215
.748
641.
7638
53.
0199
37-0
.629
7-0
.251
930.
3102
170.
0250
39-0
.019
69-0
.005
75-0
.020
89-0
.001
04
TAB
LE D
.5 S
train
gag
e m
easu
rem
ents
for p
ile 1
1
163
11/2
5/20
09 1
1:39
-154
.243
73.3
5757
15.7
1092
-170
.819
246.
2128
.786
94-1
35.4
3914
4.44
5219
.319
98-9
.871
9415
.795
31.
7717
733.
0275
27-0
.648
33-0
.253
740.
3140
950.
0192
61-0
.020
35-0
.003
84-0
.018
99-0
.001
0511
/25/
2009
11:
40-2
19.3
6892
.957
7121
.559
38-2
34.8
7838
6.31
242
.879
84-1
96.8
2335
9.60
7438
.409
57-1
8.86
5124
.659
053.
0044
14.
8779
34-1
.235
1-0
.421
970.
6282
090.
0500
78-0
.039
910.
0345
180.
0037
98-0
.002
1211
/25/
2009
11:
41-2
17.9
6790
.382
5621
.284
96-2
32.3
8938
4.03
3342
.550
72-2
01.8
3436
2.90
8538
.983
38-2
1.09
3426
.115
773.
2587
814.
9880
31-1
.691
44-0
.461
070.
6495
380
-0.0
4484
0.03
260.
0037
98-0
.001
9911
/25/
2009
11:
42-2
17.4
4289
.047
0521
.156
48-2
31.5
4338
3.07
9642
.426
49-2
03.2
8736
4.19
8139
.172
71-2
2.04
6726
.598
323.
3578
984.
9519
64-1
.948
46-0
.476
330.
6456
6-0
.038
52-0
.047
230.
0268
470
-0.0
0185
11/2
5/20
09 1
1:43
-217
.085
88.0
8315
21.0
6532
-231
.036
382.
5027
42.3
5172
-203
.885
365.
1424
39.2
7914
-22.
7904
26.8
976
3.42
989
4.87
9832
-2.1
8125
-0.4
8742
0.63
7904
-0.0
8282
-0.0
4975
0.01
9176
0-0
.001
3211
/25/
2009
11:
44-2
16.8
9487
.447
2321
.008
22-2
30.6
4638
2.08
242
.295
77-2
04.1
8136
5.82
9739
.347
02-2
3.62
0727
.140
783.
5039
954.
7108
96-2
.546
25-0
.500
950.
6030
02-0
.146
38-0
.051
730.
0095
88-0
.007
6-0
.001
1911
/25/
2009
11:
45-2
16.6
686
.945
6620
.957
44-2
30.3
2538
1.71
1542
.248
-204
.169
366.
2637
39.3
7614
-24.
6868
27.3
0166
3.58
8687
4.44
7061
-3.0
3598
-0.5
1654
0.53
5136
-0.2
4075
-0.0
5356
-0.0
0767
-0.0
1519
-0.0
0052
11/2
5/20
09 1
1:46
-216
.45
86.4
7769
20.9
1064
-229
.88
381.
369
42.1
9361
-203
.937
366.
6295
39.3
8542
-25.
6432
27.4
8312
3.66
7233
4.16
8057
-3.4
5491
-0.5
262
0.45
9516
-0.3
3127
-0.0
5459
-0.0
2493
-0.0
2468
1.69
E-05
11/2
5/20
09 1
1:47
-216
.132
85.9
5449
20.8
5259
-229
.464
380.
8162
42.1
2675
-204
.064
366.
8808
39.4
1147
-26.
1449
27.6
5149
3.71
3488
4.05
2285
-3.6
7088
-0.5
3312
0.42
8493
-0.3
8134
-0.0
559
-0.0
3452
-0.0
2468
0.00
0679
11/2
5/20
09 1
1:48
-215
.866
85.5
5176
20.8
0645
-229
.096
380.
3597
42.0
6985
-204
.221
367.
0818
39.4
3623
-26.
5919
27.8
311
3.75
674
3.95
3595
-3.8
4029
-0.5
380.
4013
47-0
.431
42-0
.057
48-0
.046
02-0
.030
380.
0010
811
/25/
2009
11:
49-2
15.7
485
.291
1820
.779
74-2
28.8
8238
0.13
7442
.039
71-2
04.4
1836
7.26
6739
.462
54-2
6.94
0728
.038
773.
7951
583.
8662
95-4
.013
43-0
.543
930.
3819
58-0
.487
27-0
.06
-0.0
5369
-0.0
3038
0.00
1609
11/2
5/20
09 1
1:50
-215
.504
117.
4138
22.9
8082
-228
.567
469.
7957
48.2
0699
-204
.808
427.
7781
43.6
6653
-26.
8955
29.0
3237
3.86
0621
4.15
2874
-4.8
9017
-0.6
2423
0.44
7882
-0.5
7778
-0.0
708
-0.0
326
-0.0
1139
0.00
1464
11/2
5/20
09 1
1:51
-269
.105
107.
0883
25.9
6809
-301
.202
484.
1107
54.2
0899
-280
.613
445.
8975
50.1
4998
-38.
7973
30.2
4143
4.76
5646
4.35
9752
-5.7
7793
-0.6
9979
0.50
2173
-0.9
4176
-0.0
9967
-0.0
6328
-0.0
1329
0.00
3451
11/2
5/20
09 1
1:52
-267
.517
104.
9165
25.7
0857
-299
.509
481.
3977
53.9
0484
-281
.807
446.
517
50.2
7516
-40.
099
31.0
5574
4.91
1708
4.20
0322
-6.1
5569
-0.7
1486
0.45
3699
-1.1
0351
-0.1
0749
-0.0
767
-0.0
1899
0.00
3984
11/2
5/20
09 1
1:53
-266
.651
103.
7141
25.5
6579
-298
.713
480.
224
53.7
6889
-282
.744
7.09
5750
.376
73-4
0.96
9731
.490
15.
0017
944.
1433
84-6
.284
09-0
.719
790.
4284
93-1
.195
94-0
.112
13-0
.084
38-0
.018
990.
0045
1411
/25/
2009
11:
54-2
66.0
2410
2.77
7325
.457
85-2
98.2
4647
9.36
8453
.677
64-2
83.1
7344
7.33
8250
.426
12-4
2.03
232
.521
855.
1463
454.
0788
55-6
.611
57-0
.737
940.
3703
24-1
.294
15-0
.114
9-0
.092
05-0
.018
990.
0050
4311
/25/
2009
11:
55-2
65.4
6310
1.95
9525
.362
68-2
97.8
2647
8.56
1753
.592
91-2
83.5
2344
7.52
9750
.463
56-4
2.74
8232
.903
895.
2221
574.
0352
04-6
.734
37-0
.743
410.
3121
56-1
.369
25-0
.116
06-0
.103
55-0
.020
890.
0057
0611
/25/
2009
11:
56-2
64.7
7710
1.27
8425
.268
31-2
97.3
2347
7.84
6853
.508
86-2
83.8
1144
7.68
2650
.493
93-4
3.12
2333
.100
555.
2615
524.
0143
27-6
.780
89-0
.745
180.
2850
12-1
.423
16-0
.117
91-0
.107
39-0
.018
990.
0061
0211
/25/
2009
11:
57-2
64.6
610
1.00
1325
.241
05-2
97.2
0447
7.63
9153
.486
34-2
84.0
8644
7.88
2350
.526
71-4
3.38
1633
.254
135.
2900
584.
0086
33-6
.801
35-0
.746
20.
2714
39-1
.455
9-0
.119
24-0
.107
39-0
.020
890.
0059
7111
/25/
2009
11:
58-2
64.4
3210
0.67
0725
.202
49-2
97.0
447
7.32
3553
.453
24-2
84.3
4944
8.12
4950
.561
61-4
3.60
1533
.375
875.
3136
413.
9991
44-6
.818
1-0
.746
70.
2617
45-1
.484
78-0
.120
56-0
.107
39-0
.018
990.
0061
0211
/25/
2009
11:
59-2
64.2
2710
0.36
5825
.167
35-2
96.8
7847
7.05
4753
.423
49-2
84.5
8644
8.32
6750
.591
92-4
3.78
5733
.482
645.
3337
243.
9896
55-6
.836
7-0
.747
330.
2559
28-1
.505
96-0
.121
62-0
.107
39-0
.015
190.
0063
6411
/25/
2009
12:
00-2
64.0
5610
0.01
7425
.131
49-2
96.7
5147
6.73
0953
.392
34-2
84.8
2744
8.48
1650
.619
23-4
3.95
333
.559
435.
3505
713.
9763
7-6
.846
01-0
.747
050.
2462
34-1
.529
06-0
.122
55-0
.109
3-0
.015
190.
0064
9711
/25/
2009
12:
01-3
15.4
113
7.53
931
.266
4-3
81.3
3259
6.81
8967
.520
35-3
77.8
1155
4.51
7364
.357
26-5
3.01
445
.103
76.
7729
256.
2277
32-7
.216
24-0
.928
020.
7018
93-1
.613
79-0
.159
85-0
.065
20.
0284
820.
0064
6711
/25/
2009
12:
02-3
12.2
713
4.75
5730
.857
54-3
78.8
6659
1.37
8266
.974
6-3
89.5
5657
3.00
3166
.444
06-5
6.44
5646
.264
117.
0899
026.
2676
04-7
.474
83-0
.948
620.
8298
72-1
.746
64-0
.177
85-0
.069
030.
0360
780.
0072
5611
/25/
2009
12:
03-3
11.0
7413
2.83
1930
.642
16-3
77.0
0358
9.41
9166
.710
74-3
90.9
5657
4.82
4266
.666
41-5
7.49
1446
.748
647.
1955
436.
2429
21-7
.558
55-0
.952
70.
8608
98-1
.821
73-0
.185
18-0
.072
870.
0398
750.
0077
8311
/25/
2009
12:
04-3
10.4
2713
1.64
9230
.515
89-3
75.9
758
8.28
8366
.561
37-3
91.7
9157
5.83
1766
.793
64-5
8.06
347
.043
517.
2553
526.
2296
3-7
.608
77-0
.955
250.
8802
89-1
.871
79-0
.189
97-0
.076
70.
0455
720.
0084
4111
/25/
2009
12:
05-3
10.0
5713
0.83
3130
.434
03-3
75.4
1558
7.71
7866
.483
67-3
92.4
4457
6.55
8366
.888
86-5
8.54
2747
.212
557.
3001
336.
2087
45-7
.668
3-0
.957
910.
8861
06-1
.908
37-0
.192
9-0
.074
790.
0455
720.
0083
0811
/25/
2009
12:
06-3
09.7
0213
0.12
6530
.360
73-3
75.0
658
7.27
3966
.428
55-3
93.0
4357
7.22
0466
.975
93-5
8.97
1747
.325
257.
3375
36.
2011
5-7
.707
37-0
.960
090.
8919
23-1
.941
1-0
.195
56-0
.074
790.
0455
720.
0083
0811
/25/
2009
12:
07-3
09.4
812
9.63
8930
.311
73-3
74.8
2958
6.93
1766
.388
97-3
93.5
1757
7.77
2367
.046
71-5
9.34
0847
.357
187.
3652
116.
1992
51-7
.742
71-0
.962
390.
8996
8-1
.962
28-0
.197
56-0
.076
70.
0493
70.
0087
0311
/25/
2009
12:
08-3
09.1
8812
9.10
9630
.255
07-3
74.5
1658
6.53
5566
.339
99-3
93.9
157
8.22
4267
.105
05-5
9.70
2447
.319
627.
3875
756.
1840
62-7
.778
06-0
.963
790.
8996
8-1
.985
39-0
.199
15-0
.074
790.
0493
70.
0085
711
/25/
2009
12:
09-3
08.9
8212
8.85
0930
.223
01-3
74.2
2258
6.26
866
.301
24-3
94.0
5357
9.16
7767
.18
-59.
974
44.0
0549
7.17
7555
6.21
6339
-8.1
7612
-0.9
9349
0.90
1619
-2.0
4892
-0.2
0367
-0.0
767
0.05
3167
0.00
8965
11/2
5/20
09 1
2:10
-308
.858
128.
6122
30.1
9797
-374
.046
586.
0855
66.2
7653
-392
.096
580.
0343
67.1
0477
-62.
7137
43.5
325
7.33
402
5.61
259
-8.3
2306
-0.9
6196
0.74
4552
-2.1
4134
-0.1
9921
-0.0
8438
0.05
1269
0.00
9363
11/2
5/20
09 1
2:11
-308
.674
128.
2879
30.1
6288
-373
.874
585.
847
66.2
4819
-391
.959
580.
703
67.1
4145
-62.
9402
43.5
3062
7.34
9527
5.58
0316
-8.3
4538
-0.9
6127
0.70
3832
-2.1
8562
-0.1
9945
-0.0
8246
0.05
5066
0.00
9493
11/2
5/20
09 1
2:12
-341
.654
165.
8239
35.0
3044
-433
.827
682.
8794
77.0
8465
-448
.71
665.
6617
76.9
2348
-65.
8671
52.5
4597
8.17
3888
7.23
2243
-8.2
7656
-1.0
7055
1.04
5117
-2.1
2786
-0.2
1903
-0.0
2685
0.10
4436
0.00
9062
11/2
5/20
09 1
2:13
-349
.63
162.
2957
35.3
3752
-448
.864
688.
6437
78.5
2052
-484
.521
665.
6617
79.3
9549
-78.
2163
61.6
8509
9.65
7195
9.29
5053
-10.
0544
-1.3
3567
1.32
4366
-2.2
53-0
.246
94-0
.017
260.
1215
260.
0095
811
/25/
2009
12:
14-3
47.8
115
9.93
6135
.048
96-4
45.6
5568
5.32
3678
.069
84-4
88.2
3966
5.66
1779
.652
12-8
0.22
0263
.346
849.
9102
269.
5553
38-1
0.33
15-1
.372
761.
3689
7-2
.320
38-0
.254
67-0
.017
260.
1272
230.
0099
7311
/25/
2009
12:
15-3
46.9
2615
8.62
9734
.897
78-4
44.3
8868
4.23
4177
.907
14-4
89.9
6166
5.66
1779
.771
-81.
1435
64.0
4411
10.0
2209
9.54
7738
-10.
4207
-1.3
7839
1.40
7756
-2.3
6081
-0.2
6014
-0.0
1151
0.13
4818
0.01
0101
11/2
5/20
09 1
2:16
-346
.265
157.
6236
34.7
8267
-443
.335
683.
3766
77.7
7527
-491
.05
665.
6617
79.8
4612
-81.
7719
64.4
4179
10.0
9293
9.58
0037
-10.
482
-1.3
8486
1.43
6845
-2.3
9547
-0.2
6454
-0.0
1342
0.14
0515
0.01
0626
11/2
5/20
09 1
2:17
-345
.778
156.
8716
34.6
9721
-442
.698
682.
7003
77.6
8464
-491
.775
665.
6617
79.8
9623
-82.
2325
64.7
0567
10.1
4293
9.59
7137
-10.
5248
-1.3
8899
1.45
8178
-2.4
2434
-0.2
68-0
.011
510.
1443
130.
0107
5611
/25/
2009
12:
18-3
45.3
2315
6.24
9734
.622
83-4
42.1
2868
2.14
8477
.607
21-4
92.3
5166
5.66
1779
.935
97-8
2.61
164
.903
5910
.182
729.
6161
36-1
0.56
2-1
.392
871.
4736
93-2
.449
37-0
.270
8-0
.007
670.
1500
090.
0108
8411
/25/
2009
12:
19-3
44.9
3115
5.65
3834
.554
62-4
41.6
6468
1.58
8177
.536
51-4
92.7
5666
5.66
1779
.963
89-8
2.93
3665
.067
5810
.216
319.
6351
36-1
0.58
24-1
.395
591.
4892
07-2
.468
62-0
.273
2-0
.005
750.
1519
080.
0108
8311
/25/
2009
12:
20-3
44.6
2715
5.28
634
.508
26-4
41.3
1568
1.22
5977
.487
38-4
93.1
5566
5.66
1779
.991
47-8
3.22
0765
.203
3110
.245
59.
6674
35-1
0.59
92-1
.398
981.
5124
8-2
.485
95-0
.276
01-0
.005
750.
1576
050.
0112
7611
/25/
2009
12:
21-3
44.4
3215
5.05
234
.478
64-4
41.1
1968
1.03
4277
.460
63-4
93.4
8466
5.66
1780
.014
2-8
3.45
9365
.327
7210
.270
569.
6731
35-1
0.62
52-1
.401
171.
5279
94-2
.503
27-0
.278
27-0
.001
920.
1595
040.
0111
4311
/25/
2009
12:
22-3
44.2
3815
4.81
0234
.448
59-4
40.9
3768
0.79
277
.431
37-4
93.7
6866
5.66
1780
.033
78-8
3.68
1165
.455
9110
.294
729.
6769
35-1
0.64
01-1
.402
451.
5357
52-2
.520
6-0
.28
0.00
1918
0.16
520.
0112
7111
/25/
2009
12:
23-3
44.1
6415
4.81
0234
.443
47-4
40.8
968
0.83
277
.430
84-4
94.0
2266
5.66
1780
.051
34-8
3.86
5765
.569
0310
.315
269.
6883
35-1
0.64
75-1
.403
751.
5473
88-2
.532
15-0
.281
60.
0038
350.
1670
990.
0112
711
/25/
2009
12:
24-3
44.2
1115
4.77
4234
.444
23-4
40.9
8368
0.88
8977
.441
22-4
94.2
866
5.66
1780
.069
12-8
4.03
965
.674
610
.334
529.
6959
35-1
0.66
24-1
.405
311.
5609
64-2
.541
78-0
.283
210.
0057
530.
1727
960.
0115
31
TIM
ES
TAM
P11
A1
11B
111
A2
11B
211
A3
11B
311
A4
11B
411
A5
11B
511
A6
11B
611
A7
11B
7TS
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)S
train
Stra
in(k
*ft)
Stra
inS
train
(k*f
t)
164
TABLE D.6 Bending moments for pile 10 Depth
(ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)5 kips 10 kips 15 kips 20 kips 25 kips 30 kips 35 kips
1.7 0 0 0 0 0 0 02.5 4.158 8.291 12.126 12.094 20.690 26.303 30.8675 5.785 26.162 38.264 49.914 63.010 78.084 94.076
7.5 4.726 13.353 23.925 35.226 52.618 65.511 78.92810 0.088 0.822 2.456 5.212 9.500 14.908 19.814
12.5 -0.037 -0.237 -0.540 -0.974 -1.506 -2.082 -2.50915 0.001 0.006 -0.015 -0.056 -0.113 -0.259 -0.526
17.5 0.007 0.013 0.017 0.020 0.022 0.028 0.03420 0 0 0 0 0 0 0
TABLE D.7 Bending moments for pile 11 Depth
(ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)5 kips 10 kips 15 kips 20 kips 25 kips 30 kips 35 kips
1.3 0 0 0 0 0 0 02.5 4.938 9.983 15.744 20.853 25.241 30.312 34.6975 7.592 16.195 28.810 42.127 53.486 66.389 77.685
7.5 3.641 9.713 19.289 39.411 50.527 67.047 79.89610 0.068 0.536 1.755 3.713 5.290 7.365 10.143
12.5 -0.021 -0.094 -0.250 -0.533 -0.746 -0.962 -1.38915 -0.001 -0.005 -0.020 -0.056 -0.119 -0.198 -0.268
17.5 0.000 0.000 -0.001 0.001 0.006 0.009 0.01120 0 0 0 0 0 0 0
165
APPENDIX E LATERAL LOAD TEST X
166
TABLE E.1 Inclinometer measurements for pile 5
PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
DATE: 12/10/09
Depth (ft) A+ A- Diff. (A)18 -100 65 -16516 -119 81 -20014 -123 87 -21012 -116 78 -19410 -86 46 -1328 -89 51 -1406 -92 52 -1444 -38 -11 -27
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -103 66 -169 -4 -0.0024 -0.002416 -120 79 -199 1 0.0006 -0.001814 -124 85 -209 1 0.0006 -0.001212 -115 77 -192 2 0.0012 010 -82 44 -126 6 0.0036 0.00368 -73 38 -111 29 0.0174 0.0216 -59 17 -76 68 0.0408 0.06184 26 -63 89 116 0.0696 0.1314
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -101 67 -168 -3 -0.0018 -0.001816 -119 81 -200 0 0 -0.001814 -122 88 -210 0 0 -0.001812 -116 79 -195 -1 -0.0006 -0.002410 -79 42 -121 11 0.0066 0.00428 -49 7 -56 84 0.0504 0.05466 7 -50 57 201 0.1206 0.17524 88 -125 213 240 0.144 0.3192
MICROPILE NO: 5
Baseline data
20 kips
40 kips
167
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -102 65 -167 -2 -0.0012 -0.001216 -119 79 -198 2 0.0012 014 -124 85 -209 1 0.0006 0.000612 -118 79 -197 -3 -0.0018 -0.001210 -76 38 -114 18 0.0108 0.00968 -22 -32 10 150 0.09 0.09966 58 -97 155 299 0.1794 0.2794 149 -187 336 363 0.2178 0.4968
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -101 59 -160 5 0.003 0.00316 -118 81 -199 1 0.0006 0.003614 -123 88 -211 -1 -0.0006 0.00312 -117 81 -198 -4 -0.0024 0.000610 -72 36 -108 24 0.0144 0.0158 20 -59 79 219 0.1314 0.14646 109 -146 255 399 0.2394 0.38584 219 -249 468 495 0.297 0.6828
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -102 65 -167 -2 -0.0012 -0.001216 -119 80 -199 1 0.0006 -0.000614 -125 87 -212 -2 -0.0012 -0.001812 -120 80 -200 -6 -0.0036 -0.005410 -68 27 -95 37 0.0222 0.01688 46 -87 133 273 0.1638 0.18066 159 -202 361 505 0.303 0.48364 280 -318 598 625 0.375 0.8586
80 kips
100 kips
60 kips
168
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -99 67 -166 -1 -0.0006 -0.000616 -117 77 -194 6 0.0036 0.00314 -120 87 -207 3 0.0018 0.004812 -113 77 -190 4 0.0024 0.007210 -76 41 -117 15 0.009 0.01628 -72 35 -107 33 0.0198 0.0366 -62 25 -87 57 0.0342 0.07024 19 -54 73 100 0.06 0.1302
Final
169
TABLE E.2 Inclinometer measurements for pile 6 PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
DATE: 12/10/09
Depth (ft) A+ A- Diff. (A)18 -308 274 -58216 -304 264 -56814 -304 267 -57112 -306 271 -57710 -302 263 -5658 -297 262 -5596 -310 268 -5784 -285 250 -5352 -291 249 -540
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -310 275 -585 -3 -0.0018 -0.001816 -305 263 -568 0 0 -0.001814 -308 271 -579 -8 -0.0048 -0.006612 -310 270 -580 -3 -0.0018 -0.008410 -299 260 -559 6 0.0036 -0.00488 -275 235 -510 49 0.0294 0.02466 -277 236 -513 65 0.039 0.06364 -240 206 -446 89 0.0534 0.1172 -244 199 -443 97 0.0582 0.1752
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -306 274 -580 2 0.0012 0.001216 -305 266 -571 -3 -0.0018 -0.000614 -305 266 -571 0 0 -0.000612 -309 266 -575 2 0.0012 0.000610 -291 258 -549 16 0.0096 0.01028 -245 208 -453 106 0.0636 0.07386 -219 178 -397 181 0.1086 0.18244 -171 126 -297 238 0.1428 0.32522 -167 128 -295 245 0.147 0.4722
MICROPILE NO: 6
Baseline data
20 kips
40 kips
170
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -309 270 -579 3 0.0018 0.001816 -305 245 -550 18 0.0108 0.012614 -306 260 -566 5 0.003 0.015612 -311 272 -583 -6 -0.0036 0.01210 -289 251 -540 25 0.015 0.0278 -216 179 -395 164 0.0984 0.12546 -166 123 -289 289 0.1734 0.29884 -103 71 -174 361 0.2166 0.51542 -97 54 -151 389 0.2334 0.7488
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -308 276 -584 -2 -0.0012 -0.001216 -304 266 -570 -2 -0.0012 -0.002414 -304 267 -571 0 0 -0.002412 -311 271 -582 -5 -0.003 -0.005410 -285 242 -527 38 0.0228 0.01748 -186 147 -333 226 0.1356 0.1536 -106 64 -170 408 0.2448 0.39784 -28 -17 -11 524 0.3144 0.71222 -14 -44 30 570 0.342 1.0542
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -307 276 -583 -1 -0.0006 -0.000616 -303 265 -568 0 0 -0.000614 -305 271 -576 -5 -0.003 -0.003612 -313 274 -587 -10 -0.006 -0.009610 -280 239 -519 46 0.0276 0.0188 -153 114 -267 292 0.1752 0.19326 -42 -15 -27 551 0.3306 0.52384 66 -102 168 703 0.4218 0.94562 70 -121 191 731 0.4386 1.3842
80 kips
100 kips
60 kips
171
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -308 272 -580 2 0.0012 0.001216 -302 261 -563 5 0.003 0.004214 -302 271 -573 -2 -0.0012 0.00312 -306 269 -575 2 0.0012 0.004210 -291 254 -545 20 0.012 0.01628 -262 222 -484 75 0.045 0.06126 -260 217 -477 101 0.0606 0.12184 -225 195 -420 115 0.069 0.19082 -230 188 -418 122 0.0732 0.264
Final
172
TABLE E.3 Inclinometer measurements for pile 7 PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
DATE: 12/10/09
Depth (ft) A+ A- Diff. (A)18 -466 429 -89516 -451 414 -86514 -388 353 -74112 -353 316 -66910 -338 301 -6398 -348 313 -6616 -389 349 -7384 -412 380 -7922 -437 399 -836
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -465 429 -894 1 0.0006 0.000616 -452 426 -878 -13 -0.0078 -0.007214 -389 354 -743 -2 -0.0012 -0.008412 -354 315 -669 0 0 -0.008410 -330 294 -624 15 0.009 0.00068 -326 290 -616 45 0.027 0.02766 -351 309 -660 78 0.0468 0.07444 -364 330 -694 98 0.0588 0.13322 -384 348 -732 104 0.0624 0.1956
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -466 428 -894 1 0.0006 0.000616 -453 414 -867 -2 -0.0012 -0.000614 -388 356 -744 -3 -0.0018 -0.002412 -355 315 -670 -1 -0.0006 -0.00310 -327 281 -608 31 0.0186 0.01568 -294 257 -551 110 0.066 0.08166 -294 251 -545 193 0.1158 0.19744 -296 262 -558 234 0.1404 0.33782 -312 256 -568 268 0.1608 0.4986
MICROPILE NO: 7
Baseline data
20 kips
40 kips
173
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -465 429 -894 1 0.0006 0.000616 -452 412 -864 1 0.0006 0.001214 -389 355 -744 -3 -0.0018 -0.000612 -354 317 -671 -2 -0.0012 -0.001810 -314 277 -591 48 0.0288 0.0278 -262 226 -488 173 0.1038 0.13086 -237 196 -433 305 0.183 0.31384 -229 195 -424 368 0.2208 0.53462 -242 196 -438 398 0.2388 0.7734
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -465 429 -894 1 0.0006 0.000616 -452 414 -866 -1 -0.0006 014 -390 355 -745 -4 -0.0024 -0.002412 -354 316 -670 -1 -0.0006 -0.00310 -304 268 -572 67 0.0402 0.03728 -228 193 -421 240 0.144 0.18126 -177 135 -312 426 0.2556 0.43684 -156 128 -284 508 0.3048 0.74162 -165 126 -291 545 0.327 1.0686
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -464 430 -894 1 0.0006 0.000616 -452 414 -866 -1 -0.0006 014 -390 355 -745 -4 -0.0024 -0.002412 -354 317 -671 -2 -0.0012 -0.003610 -292 250 -542 97 0.0582 0.05468 -195 159 -354 307 0.1842 0.23886 -114 74 -188 550 0.33 0.56884 -82 49 -131 661 0.3966 0.96542 -87 48 -135 701 0.4206 1.386
80 kips
100 kips
60 kips
174
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -466 429 -895 0 0 016 -452 413 -865 0 0 014 -388 354 -742 -1 -0.0006 -0.000612 -351 324 -675 -6 -0.0036 -0.004210 -307 268 -575 64 0.0384 0.03428 -291 259 -550 111 0.0666 0.10086 -325 283 -608 130 0.078 0.17884 -350 315 -665 127 0.0762 0.2552 -374 343 -717 119 0.0714 0.3264
Final
175
TABLE E.4 Inclinometer measurements for pile 8 PROJECT:ASHE MICROPILE LATERAL LOAD TESTING
DATE: 12/10/09
Depth (ft) A+ A- Diff. (A)18 -767 727 -149416 -736 700 -143614 -717 680 -139712 -688 648 -133610 -671 630 -13018 -673 633 -13066 -704 664 -13684 -665 629 -12942 -575 530 -1105
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -765 728 -1493 1 0.0006 0.000616 -737 701 -1438 -2 -0.0012 -0.000614 -716 681 -1397 0 0 -0.000612 -688 650 -1338 -2 -0.0012 -0.001810 -665 623 -1288 13 0.0078 0.0068 -651 613 -1264 42 0.0252 0.03126 -666 628 -1294 74 0.0444 0.07564 -617 583 -1200 94 0.0564 0.1322 -517 471 -988 117 0.0702 0.2022
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -766 727 -1493 1 0.0006 0.000616 -739 700 -1439 -3 -0.0018 -0.001214 -717 679 -1396 1 0.0006 -0.000612 -689 650 -1339 -3 -0.0018 -0.002410 -657 616 -1273 28 0.0168 0.01448 -622 582 -1204 102 0.0612 0.07566 -612 571 -1183 185 0.111 0.18664 -554 517 -1071 223 0.1338 0.32042 -447 406 -853 252 0.1512 0.4716
MICROPILE NO: 8
Baseline data
20 kips
40 kips
176
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -766 726 -1492 2 0.0012 0.001216 -738 702 -1440 -4 -0.0024 -0.001214 -716 681 -1397 0 0 -0.001212 -687 650 -1337 -1 -0.0006 -0.001810 -648 608 -1256 45 0.027 0.02528 -589 553 -1142 164 0.0984 0.12366 -557 520 -1077 291 0.1746 0.29824 -487 454 -941 353 0.2118 0.512 -375 325 -700 405 0.243 0.753
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -767 728 -1495 -1 -0.0006 -0.000616 -738 700 -1438 -2 -0.0012 -0.001814 -718 681 -1399 -2 -0.0012 -0.00312 -690 649 -1339 -3 -0.0018 -0.004810 -640 600 -1240 61 0.0366 0.03188 -559 519 -1078 228 0.1368 0.16866 -501 460 -961 407 0.2442 0.41284 -431 382 -813 481 0.2886 0.70142 -302 258 -560 545 0.327 1.0284
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -766 727 -1493 1 0.0006 0.000616 -738 702 -1440 -4 -0.0024 -0.001814 -716 682 -1398 -1 -0.0006 -0.002412 -689 651 -1340 -4 -0.0024 -0.004810 -632 590 -1222 79 0.0474 0.04268 -522 485 -1007 299 0.1794 0.2226 -441 403 -844 524 0.3144 0.53644 -346 313 -659 635 0.381 0.91742 -223 183 -406 699 0.4194 1.3368
60 kips
80 kips
100 kips
177
Depth (ft) A+ A- Diff. (A) Change Increment Total
18 -767 727 -1494 0 0 016 -740 701 -1441 -5 -0.003 -0.00314 -718 681 -1399 -2 -0.0012 -0.004212 -687 648 -1335 1 0.0006 -0.003610 -634 591 -1225 76 0.0456 0.0428 -589 553 -1142 164 0.0984 0.14046 -621 579 -1200 168 0.1008 0.24124 -593 562 -1155 139 0.0834 0.32462 -504 524 -1028 77 0.0462 0.3708
Final
178
TABLE E.5 Load and displacement measurements for load test X TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF
# lbs lbs in in in in in in 12/10/2009 14:15 367 790.2 959.2 6.1104 6.5604 13.5068 8.8263 20.3776 22.110612/10/2009 14:15 369 790.2 959.2 6.1104 6.5604 13.4742 8.8263 20.3702 22.103412/10/2009 14:16 371 902.9 902.8 6.1122 6.5586 13.4524 8.8263 20.3739 22.110612/10/2009 14:16 373 733.8 1015.6 6.1050 6.5568 13.4470 8.8263 20.3702 22.096212/10/2009 14:17 375 790.2 902.8 6.1068 6.5459 13.5177 8.8244 20.3813 22.110612/10/2009 14:17 377 564.6 733.5 6.1068 6.5622 13.3671 8.8263 20.3849 22.125112/10/2009 14:18 379 677.4 846.4 6.1068 6.5332 13.5667 8.8263 20.3813 22.114212/10/2009 14:18 381 564.7 733.5 6.1050 6.5568 13.3508 8.8299 20.3886 22.114212/10/2009 14:19 383 564.7 733.5 6.1086 6.5350 13.5957 8.8208 20.3849 22.107012/10/2009 14:19 385 564.6 733.5 6.1032 6.5550 13.3817 8.8208 20.3776 22.110612/10/2009 14:20 387 564.6 677.1 6.1086 6.5295 13.5957 8.8190 20.3849 22.107012/10/2009 14:20 389 451.9 620.7 6.1032 6.5422 13.3744 8.8244 20.3813 22.117912/10/2009 14:21 391 451.9 564.2 6.1104 6.5441 13.5975 8.8335 20.3960 22.110612/10/2009 14:21 393 451.9 620.7 6.1014 6.5386 13.3762 8.8208 20.3702 22.107012/10/2009 14:22 395 451.9 564.2 6.1140 6.5459 13.6012 8.8317 20.3886 22.103412/10/2009 14:22 397 564.6 620.7 6.1158 6.5223 13.3889 8.8208 20.3739 22.110612/10/2009 14:23 399 508.3 620.7 6.1104 6.5604 13.5939 8.8281 20.3886 22.103412/10/2009 14:23 401 564.6 677.1 6.1122 6.5168 13.4016 8.8299 20.3813 22.088912/10/2009 14:24 403 451.9 564.2 6.1193 6.5640 13.5776 8.8281 20.3776 22.103412/10/2009 14:24 405 508.3 564.2 6.1175 6.5313 13.4034 8.8244 20.3776 22.092612/10/2009 14:25 407 508.2 789.9 6.1175 6.5622 13.5812 8.8263 20.3813 22.092612/10/2009 14:25 409 959.3 1015.6 6.1175 6.5531 13.4234 8.8226 20.3739 22.114212/10/2009 14:26 411 902.9 959.2 6.1122 6.5568 13.5740 8.8263 20.3739 22.088912/10/2009 14:26 413 733.8 733.5 6.1193 6.5459 13.4161 8.8208 20.3776 22.114212/10/2009 14:27 415 677.4 959.2 6.1122 6.5604 13.5594 8.8317 20.3702 22.078112/10/2009 14:27 417 959.3 959.2 6.1211 6.5586 13.4252 8.8208 20.3665 22.099812/10/2009 14:28 419 902.9 959.2 6.1140 6.5659 13.5703 8.8263 20.3665 22.081712/10/2009 14:28 421 846.6 902.8 6.1211 6.5622 13.3998 8.8190 20.3665 22.099812/10/2009 14:29 423 677.4 677.1 6.1068 6.5604 13.5449 8.8281 20.3702 22.081712/10/2009 14:29 425 790.2 789.9 6.1211 6.5586 13.4669 8.8263 20.3776 22.103412/10/2009 14:30 427 733.8 789.9 6.1050 6.5622 13.5195 8.8317 20.3849 22.117912/10/2009 14:30 429 846.6 846.4 6.1175 6.5622 13.5068 8.8281 20.3739 22.107012/10/2009 14:31 431 733.8 846.4 6.1926 6.5713 13.4996 8.8317 20.3702 22.107012/10/2009 14:31 433 733.8 733.5 6.1193 6.5750 13.5123 11.0886 20.3665 22.114212/10/2009 14:32 435 508.3 620.7 6.1140 6.5713 13.4996 8.8426 20.3776 22.367212/10/2009 14:32 437 621.0 564.3 6.1193 6.5695 13.4814 8.8408 20.3739 22.117912/10/2009 14:33 439 4793.5 4796.1 6.1229 6.5822 13.4869 8.8426 20.3739 22.107012/10/2009 14:33 441 5131.8 4965.4 6.1265 6.5877 13.4905 8.8444 20.3776 22.125112/10/2009 14:34 443 4906.3 4852.6 6.1229 6.5877 13.4506 8.8426 20.3702 22.103412/10/2009 14:34 445 5019.0 4852.6 6.1265 6.5877 13.5159 8.8444 20.4034 22.114212/10/2009 14:35 447 4906.3 4796.2 6.1247 6.5913 13.4506 8.8389 20.3665 22.103412/10/2009 14:35 449 4906.3 4796.2 6.1265 6.5859 13.5159 8.8426 20.3849 22.114212/10/2009 14:36 451 4793.5 4796.2 6.1265 6.5931 13.4324 8.8408 20.3665 22.099812/10/2009 14:36 453 4906.3 4796.2 6.1247 6.5786 13.5123 8.8408 20.3813 22.117912/10/2009 14:37 455 4737.1 4739.7 6.1265 6.5986 13.4125 8.8371 20.3628 22.096212/10/2009 14:37 457 4793.5 4739.7 6.1247 6.5859 13.5068 8.8353 20.3776 22.1070
179
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 14:38 459 4680.7 4739.7 6.1265 6.5986 13.3998 8.8353 20.3628 22.103412/10/2009 14:38 461 4793.4 4739.7 6.1265 6.5840 13.5086 8.8353 20.3739 22.110612/10/2009 14:39 463 4680.7 4739.7 6.1265 6.5913 13.3998 8.8353 20.3628 22.099812/10/2009 14:39 465 4793.6 4796.3 6.1193 6.5786 13.5286 8.8335 20.3702 22.107012/10/2009 14:40 467 4680.9 4627.0 6.1247 6.5949 13.4071 8.8353 20.3628 22.099812/10/2009 14:40 469 4793.6 4683.4 6.1247 6.5786 13.5105 8.8335 20.3776 22.107012/10/2009 14:41 471 4680.8 4627.0 6.1247 6.5986 13.3962 8.8353 20.3628 22.099812/10/2009 14:41 473 4793.6 4683.4 6.1247 6.5822 13.5014 8.8335 20.3739 22.107012/10/2009 14:42 475 4680.8 4627.0 6.1265 6.6058 13.4071 8.8371 20.3628 22.103412/10/2009 14:42 477 4680.8 4570.5 6.1247 6.5859 13.5032 8.8353 20.3776 22.103412/10/2009 14:43 479 3778.6 3837.0 6.1265 6.6058 13.4361 8.8353 20.3628 22.107012/10/2009 14:43 481 3665.9 3837.0 6.1247 6.5913 13.5123 8.8335 20.3739 22.110612/10/2009 14:44 483 5019.1 5021.9 6.1265 6.6077 13.3944 8.8371 20.3628 22.092612/10/2009 14:44 485 4793.6 4909.1 6.1229 6.5913 13.5322 8.8353 20.3776 22.107012/10/2009 14:45 487 4511.6 4683.4 6.1265 6.6058 13.4234 8.8353 20.3628 22.096212/10/2009 14:45 489 4342.5 4570.5 6.1283 6.5931 13.5195 8.8389 20.3776 22.117912/10/2009 14:46 491 4173.3 4288.4 6.1247 6.6004 13.4324 8.8426 20.3665 22.096212/10/2009 14:46 493 4173.3 4288.4 6.1301 6.5931 13.5123 8.8426 20.3849 22.114212/10/2009 14:47 495 4116.9 4175.5 6.1265 6.5949 13.4506 8.8426 20.3702 22.107012/10/2009 14:47 497 4060.5 4175.5 6.1247 6.5986 13.5340 8.8444 20.3997 22.121512/10/2009 14:48 499 4060.5 4175.5 6.1301 6.5968 13.4742 8.8426 20.3813 22.114212/10/2009 14:48 501 4060.7 4175.7 6.1283 6.5968 13.4996 8.8408 20.3665 22.121512/10/2009 14:49 503 4060.7 4175.7 6.1265 6.5931 13.5050 8.8426 20.3776 22.103412/10/2009 14:49 505 4060.8 4119.3 6.1283 6.5968 13.5014 8.8408 20.3739 22.114212/10/2009 14:50 507 4004.4 4062.9 6.1283 6.5968 13.5032 8.8408 20.3776 22.110612/10/2009 14:50 509 4004.5 4063.0 6.1336 6.6004 13.5359 8.8462 20.3739 22.121512/10/2009 14:51 511 4004.5 4063.0 6.1247 6.6022 13.5377 8.8444 20.3813 22.114212/10/2009 14:51 513 3948.2 4063.1 6.1265 6.6004 13.5377 8.8462 20.3776 22.114212/10/2009 14:52 515 4850.4 4740.2 6.1247 6.6004 13.5395 8.8480 20.3776 22.128712/10/2009 14:52 517 10320.4 9932.1 6.2284 6.7257 13.6284 8.9930 20.4993 22.258812/10/2009 14:53 519 10264.1 9932.1 6.2266 6.7294 13.6502 8.9985 20.5066 22.266012/10/2009 14:53 521 10264.2 9819.3 6.2284 6.7257 13.6012 8.9930 20.5103 22.262412/10/2009 14:54 523 10207.8 9819.3 6.2213 6.7276 13.6647 8.9948 20.4993 22.255212/10/2009 14:54 525 10151.5 9762.9 6.2302 6.7276 13.5867 8.9894 20.5066 22.266012/10/2009 14:55 527 10151.5 9706.5 6.2266 6.7257 13.6756 8.9930 20.4956 22.244312/10/2009 14:55 529 10038.8 9706.6 6.2356 6.7257 13.5540 8.9858 20.4956 22.266012/10/2009 14:56 531 10038.8 9706.6 6.2248 6.7257 13.7010 8.9930 20.4993 22.240712/10/2009 14:56 533 10038.8 9706.6 6.2302 6.7276 13.5431 8.9876 20.4956 22.269612/10/2009 14:57 535 9982.4 9706.6 6.2195 6.7276 13.6864 8.9967 20.4956 22.237112/10/2009 14:57 537 9982.4 9706.6 6.2230 6.7276 13.5486 8.9876 20.4993 22.269612/10/2009 14:58 539 9926.1 9706.7 6.2248 6.7239 13.6828 8.9930 20.4956 22.251512/10/2009 14:58 541 9926.1 9650.2 6.2248 6.7257 13.5431 8.9876 20.4956 22.251512/10/2009 14:59 543 9926.1 9650.3 6.2284 6.7294 13.6883 8.9894 20.4956 22.251512/10/2009 14:59 545 9926.1 9650.3 6.2266 6.7312 13.5431 8.9948 20.4993 22.251512/10/2009 15:00 547 9926.1 9593.9 6.2213 6.7294 13.6937 8.9894 20.5103 22.255212/10/2009 15:00 549 9926.1 9593.9 6.2266 6.7330 13.5504 8.9967 20.5103 22.251512/10/2009 15:01 551 9926.2 9593.9 6.2213 6.7239 13.6937 8.9948 20.5103 22.2515
180
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 15:01 553 9869.8 9593.9 6.2266 6.7294 13.5467 8.9840 20.5066 22.262412/10/2009 15:02 555 9869.8 9593.9 6.2230 6.7221 13.6937 8.9948 20.5103 22.262412/10/2009 15:02 557 9869.8 9593.9 6.2302 6.7276 13.5558 8.9858 20.5066 22.262412/10/2009 15:03 559 9869.8 9593.9 6.2195 6.7257 13.6919 8.9948 20.5103 22.262412/10/2009 15:03 561 9813.4 9593.9 6.2302 6.7257 13.6610 8.9876 20.4956 22.258812/10/2009 15:04 563 9813.4 9593.9 6.2266 6.7312 13.6973 8.9858 20.4993 22.258812/10/2009 15:04 565 9813.4 9593.9 6.2248 6.7257 13.5885 8.9894 20.4845 22.258812/10/2009 15:05 567 9813.4 9593.9 6.2248 6.7257 13.6030 8.9912 20.4993 22.251512/10/2009 15:05 569 9813.4 9593.9 6.2248 6.7257 13.6338 8.9894 20.4956 22.251512/10/2009 15:06 571 9813.4 9593.9 6.2284 6.7239 13.5921 8.9930 20.5029 22.338312/10/2009 15:06 573 9813.4 9593.9 6.2266 6.7276 13.6883 8.9912 20.4993 22.244312/10/2009 15:07 575 9813.4 9593.9 6.2266 6.7330 13.5467 8.9912 20.5029 22.258812/10/2009 15:07 577 9813.4 9537.5 6.2195 6.7257 13.6864 8.9948 20.5066 22.273212/10/2009 15:08 579 9813.4 9594.0 6.2230 6.7312 13.6991 8.9894 20.4993 22.266012/10/2009 15:08 581 12971.5 12528.6 6.2713 6.7893 13.7536 9.0655 20.5656 22.338312/10/2009 15:09 583 15396.5 14786.0 6.3196 6.8566 13.6973 9.1362 20.6136 22.406912/10/2009 15:09 585 15227.8 14673.6 6.3196 6.8584 13.8080 9.1308 20.6173 22.414212/10/2009 15:10 587 15227.8 14560.7 6.3178 6.8547 13.6647 9.1326 20.6099 22.403312/10/2009 15:10 589 15171.8 14561.1 6.3232 6.8638 13.8080 9.1344 20.6136 22.403312/10/2009 15:11 591 15115.4 14561.1 6.3250 6.8566 13.6810 9.1326 20.6173 22.396112/10/2009 15:11 593 15115.8 14505.0 6.3232 6.8566 13.8116 9.1380 20.6136 22.410512/10/2009 15:12 595 15115.8 14448.6 6.3232 6.8620 13.6828 9.1399 20.6320 22.406912/10/2009 15:12 597 15059.4 14448.6 6.3268 6.8566 13.8098 9.1399 20.6246 22.421412/10/2009 15:13 599 15003.3 14448.8 6.3268 6.8693 13.6973 9.1417 20.6062 22.421412/10/2009 15:13 601 15003.3 14448.8 6.3321 6.8638 13.8062 9.1417 20.6320 22.421412/10/2009 15:14 603 15003.5 14449.0 6.3321 6.8765 13.7300 9.1471 20.6246 22.421412/10/2009 15:14 605 14947.1 14449.0 6.3339 6.8693 13.7989 9.1453 20.6394 22.428612/10/2009 15:15 607 14890.8 14392.8 6.3286 6.8711 13.7245 9.1453 20.6246 22.414212/10/2009 15:15 609 14890.8 14392.8 6.3321 6.8638 13.7808 9.1471 20.6394 22.421412/10/2009 15:16 611 14891.0 14336.4 6.3290 6.8643 13.7309 9.1495 20.6223 22.412112/10/2009 15:16 613 14891.0 14336.4 6.3254 6.8643 13.7817 9.1459 20.6519 22.426512/10/2009 15:17 615 14834.7 14336.5 6.3311 6.8647 13.7462 9.1482 20.6308 22.413312/10/2009 15:17 617 14778.3 14336.5 6.3329 6.8647 13.7825 9.1482 20.6272 22.435012/10/2009 15:18 619 14778.4 14336.6 6.3314 6.8668 13.7667 9.1504 20.6317 22.425112/10/2009 15:18 621 14778.4 14336.6 6.3368 6.8759 13.7867 9.1468 20.6317 22.436012/10/2009 15:19 623 14778.4 14336.7 6.3316 6.8707 13.8017 9.1526 20.6325 22.429512/10/2009 15:19 625 19516.2 18852.2 6.4139 6.9688 13.8507 9.2632 20.7394 22.548812/10/2009 15:20 627 20531.5 19868.2 6.4336 7.0051 13.8997 9.2994 20.7652 22.574112/10/2009 15:20 629 20419.5 19756.0 6.4355 7.0071 13.8910 9.2997 20.7658 22.574712/10/2009 15:21 631 20306.6 19643.1 6.4320 7.0071 13.9182 9.3015 20.7695 22.589212/10/2009 15:21 633 20307.3 19530.8 6.4393 7.0091 13.9240 9.2981 20.7700 22.578812/10/2009 15:22 635 20194.4 19530.8 6.4321 7.0037 13.9639 9.2999 20.7663 22.571612/10/2009 15:22 637 20194.9 19531.3 6.4358 7.0129 13.9351 9.2928 20.7740 22.582812/10/2009 15:23 639 20194.9 19474.8 6.4322 7.0110 13.9678 9.3037 20.7667 22.564812/10/2009 15:23 641 20138.9 19418.7 6.4395 7.0111 13.9335 9.2948 20.7706 22.590412/10/2009 15:24 643 20082.5 19418.7 6.4341 7.0111 13.9698 9.3020 20.7706 22.565112/10/2009 15:24 645 20082.8 19419.0 6.4415 7.0115 13.9523 9.2952 20.7753 22.5914
181
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 15:25 647 20082.8 19419.0 6.4362 7.0096 13.9595 9.3043 20.7827 22.577012/10/2009 15:25 649 20026.7 19419.3 6.4366 7.0101 13.9623 9.2958 20.7841 22.600212/10/2009 15:26 651 19970.2 19419.3 6.4402 7.0120 13.9587 9.2977 20.7767 22.582212/10/2009 15:26 653 19970.4 19363.0 6.4388 7.0087 13.9468 9.2964 20.7779 22.576212/10/2009 15:27 655 19970.4 19363.0 6.4352 7.0105 13.9595 9.2964 20.7779 22.587012/10/2009 15:27 657 19970.6 19306.7 6.4371 7.0142 13.9433 9.3073 20.7781 22.580112/10/2009 15:28 659 19970.6 19306.7 6.4281 7.0124 13.9633 9.2983 20.7781 22.576412/10/2009 15:28 661 19914.2 19306.7 6.4371 7.0088 13.9197 9.2946 20.7818 22.569212/10/2009 15:29 663 19857.9 19306.8 6.4302 7.0055 13.9602 9.2969 20.7790 22.577412/10/2009 15:29 665 19857.9 19306.8 6.4391 7.0091 13.8913 9.2896 20.7753 22.573812/10/2009 15:30 667 19858.0 19306.9 6.4304 7.0057 13.9535 9.2972 20.7760 22.578212/10/2009 15:30 669 19858.0 19306.9 6.4447 7.0075 13.8246 9.2972 20.7724 22.581812/10/2009 15:31 671 19858.1 19307.0 6.4342 7.0059 13.9575 9.2956 20.7692 22.589712/10/2009 15:31 673 19858.1 19307.0 6.4288 7.0059 13.8631 9.2974 20.7877 22.575212/10/2009 15:32 675 19858.1 19307.1 6.4343 7.0097 13.9541 9.3013 20.7734 22.629912/10/2009 15:32 677 19858.1 19307.1 6.4343 7.0006 13.9033 9.2976 20.7697 22.582912/10/2009 15:33 679 19801.8 19307.1 6.4362 7.0044 13.9272 9.2942 20.7737 22.583312/10/2009 15:33 681 19801.8 19307.1 6.4362 7.0098 13.9417 9.3032 20.7811 22.586912/10/2009 15:34 683 19745.4 19307.1 6.4381 7.0117 13.8057 9.2979 20.7667 22.587212/10/2009 15:34 685 20873.7 20323.3 6.4381 7.0172 13.9673 9.3143 20.7999 22.590912/10/2009 15:35 687 25161.1 24613.8 6.5330 7.1372 14.0255 9.4304 20.8960 22.728512/10/2009 15:35 689 25273.9 24726.7 6.5294 7.1409 14.0582 9.4504 20.9034 22.743012/10/2009 15:36 691 25161.1 24613.8 6.5437 7.1463 14.0219 9.4413 20.8887 22.743012/10/2009 15:36 693 25161.1 24500.9 6.5313 7.1428 14.0602 9.4541 20.9073 22.735912/10/2009 15:37 695 25161.1 24500.9 6.5259 7.1464 13.9948 9.4432 20.8962 22.728712/10/2009 15:37 697 25048.3 24388.1 6.5349 7.1446 14.0603 9.4524 20.9074 22.739712/10/2009 15:38 699 25048.3 24388.1 6.5313 7.1483 13.9858 9.4433 20.8964 22.747012/10/2009 15:38 701 25048.3 24388.1 6.5367 7.1483 14.0712 9.4434 20.9002 22.754312/10/2009 15:39 703 25048.3 24388.1 6.5367 7.1465 13.9786 9.4434 20.8891 22.739912/10/2009 15:39 705 25048.3 24331.6 6.5385 7.1520 14.0695 9.4452 20.8929 22.732712/10/2009 15:40 707 24935.5 24275.2 6.5349 7.1447 13.9878 9.4452 20.9040 22.729112/10/2009 15:40 709 24935.5 24275.2 6.5368 7.1375 14.0677 9.4471 20.8967 22.743712/10/2009 15:41 711 24935.5 24275.2 6.5368 7.1465 14.0005 9.4489 20.8819 22.743712/10/2009 15:41 713 24936.4 24276.0 6.5350 7.1375 14.0678 9.4435 20.8967 22.740112/10/2009 15:42 715 24936.4 24276.0 6.5421 7.1502 13.9824 9.4435 20.8783 22.732912/10/2009 15:42 717 24937.1 24276.7 6.5422 7.1429 14.0496 9.4453 20.8968 22.740212/10/2009 15:43 719 24824.3 24276.7 6.5368 7.1448 14.0151 9.4507 20.8857 22.729312/10/2009 15:43 721 24824.8 24277.2 6.5350 7.1448 14.0460 9.4417 20.9079 22.743812/10/2009 15:44 723 24824.8 24277.2 6.5368 7.1393 14.0224 9.4453 20.8931 22.729412/10/2009 15:44 725 24824.8 24277.2 6.5386 7.1448 14.0333 9.4453 20.8857 22.740212/10/2009 15:45 727 27306.7 26873.9 6.5672 7.1884 14.0751 9.5052 20.9374 22.783612/10/2009 15:45 729 30184.0 29922.6 6.6299 7.2720 14.1386 9.6013 21.0039 22.884912/10/2009 15:46 731 30015.4 29697.4 6.6245 7.2721 14.1623 9.6013 21.0150 22.899412/10/2009 15:46 733 29902.5 29584.5 6.6281 7.2721 14.1223 9.5977 21.0150 22.884912/10/2009 15:47 735 29903.0 29472.1 6.6245 7.2757 14.1641 9.5995 21.0150 22.866812/10/2009 15:47 737 29903.0 29472.1 6.6317 7.2739 14.1514 9.5923 21.0113 22.888512/10/2009 15:48 739 29790.6 29472.5 6.6245 7.2739 14.1732 9.6014 21.0261 22.8741
182
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 15:48 741 29790.6 29416.0 6.6299 7.2757 14.1587 9.5923 21.0261 22.899412/10/2009 15:49 743 29790.9 29359.8 6.6263 7.2739 14.1587 9.5977 21.0224 22.874112/10/2009 15:49 745 29790.9 29359.8 6.6245 7.2739 14.1568 9.5959 21.0187 22.863312/10/2009 15:50 747 29791.2 29360.1 6.6227 7.2757 14.1605 9.5959 21.0113 22.877712/10/2009 15:50 749 29791.2 29360.1 6.6245 7.2775 14.1605 9.5996 21.0187 22.866912/10/2009 15:51 751 29678.5 29303.8 6.6174 7.2757 14.1623 9.5959 21.0261 22.874112/10/2009 15:51 753 29678.5 29247.4 6.6263 7.2775 14.1569 9.5850 21.0224 22.874112/10/2009 15:52 755 29678.5 29247.4 6.6174 7.2703 14.1587 9.5977 21.0261 22.877712/10/2009 15:52 757 29678.7 29247.5 6.6317 7.2757 14.1478 9.5887 21.0150 22.877812/10/2009 15:53 759 29678.7 29247.5 6.6263 7.2721 14.1659 9.6032 21.0261 22.874112/10/2009 15:53 761 29678.8 29247.6 6.6227 7.2775 14.1169 9.5959 21.0187 22.885012/10/2009 15:54 763 29678.8 29247.6 6.6245 7.2721 14.1659 9.5905 21.0335 22.888612/10/2009 15:54 765 29678.9 29247.7 6.6263 7.2757 14.0752 9.5941 21.0150 22.885012/10/2009 15:55 767 29678.9 29247.7 6.6245 7.2775 14.1641 9.5941 21.0224 22.877812/10/2009 15:55 769 29622.6 29191.4 6.6210 7.2739 14.1042 9.5978 21.0261 22.874212/10/2009 15:56 771 29566.2 29191.4 6.6263 7.2648 14.1659 9.5978 21.0150 22.885012/10/2009 15:56 773 29566.2 29134.9 6.6210 7.2757 14.0861 9.5959 21.0151 22.888612/10/2009 15:57 775 29566.2 29134.9 6.6263 7.2685 14.1569 9.5959 21.0261 22.892212/10/2009 15:57 777 29566.3 29135.0 6.6245 7.2812 14.1042 9.5959 21.0077 22.877812/10/2009 15:58 779 29566.3 29135.0 6.6263 7.2721 14.1496 9.6032 21.0298 22.881412/10/2009 15:58 781 29566.3 29135.0 6.6263 7.2685 14.1169 9.5978 21.0114 22.877812/10/2009 15:59 783 29566.3 29135.0 6.6263 7.2721 14.1369 9.5923 21.0298 22.881412/10/2009 15:59 785 29509.9 29135.1 6.6263 7.2775 14.1623 9.5996 21.0261 22.888612/10/2009 16:00 787 29453.5 29135.1 6.6281 7.2794 14.0480 9.6032 21.0224 22.866912/10/2009 16:00 789 29453.5 29135.1 6.6245 7.2739 14.1660 9.5996 21.0335 22.888612/10/2009 16:01 791 29453.5 29135.1 6.6281 7.2830 14.1678 9.5923 21.0151 22.888612/10/2009 16:01 793 30356.3 29925.6 6.6281 7.2775 14.1714 9.6086 21.0335 22.885012/10/2009 16:02 795 35321.5 34837.9 6.7265 7.4157 14.2458 9.7411 21.1368 23.044112/10/2009 16:02 797 35095.8 34725.0 6.7247 7.4139 14.2840 9.7519 21.1590 23.055012/10/2009 16:03 799 34982.9 34612.1 6.7265 7.4157 14.2168 9.7501 21.1442 23.062212/10/2009 16:03 801 34982.9 34555.6 6.7301 7.4212 14.2894 9.7519 21.1516 23.047712/10/2009 16:04 803 34870.1 34442.7 6.7301 7.4175 14.2295 9.7556 21.1590 23.055012/10/2009 16:04 805 34870.1 34442.7 6.7319 7.4066 14.2858 9.7574 21.1553 23.065812/10/2009 16:05 807 34870.1 34386.2 6.7301 7.4175 14.2113 9.7556 21.1405 23.062212/10/2009 16:05 809 34757.3 34329.8 6.7319 7.4139 14.2785 9.7538 21.1590 23.058612/10/2009 16:06 811 34758.5 34330.9 6.7319 7.4212 14.2386 9.7538 21.1405 23.062212/10/2009 16:06 813 34758.5 34330.9 6.7337 7.4103 14.2785 9.7538 21.1664 23.055012/10/2009 16:07 815 34758.2 34274.2 6.7283 7.4103 14.2404 9.7574 21.1442 23.047712/10/2009 16:07 817 34758.2 34217.8 6.7319 7.4139 14.2567 9.7538 21.1700 23.062212/10/2009 16:08 819 34758.2 34217.8 6.7319 7.4121 14.2622 9.7519 21.1700 23.047712/10/2009 16:08 821 34701.6 34217.6 6.7337 7.4139 14.2585 9.7519 21.1664 23.051312/10/2009 16:09 823 34645.2 34217.6 6.7283 7.4121 14.2803 9.7556 21.1700 23.055012/10/2009 16:09 825 34645.0 34217.4 6.7319 7.4139 14.2477 9.7501 21.1737 23.051312/10/2009 16:10 827 34645.0 34217.4 6.7247 7.4121 14.2821 9.7556 21.1700 23.033312/10/2009 16:10 829 34644.9 34217.3 6.7301 7.4139 14.2604 9.7447 21.1627 23.047712/10/2009 16:11 831 34644.9 34217.3 6.7247 7.4157 14.2912 9.7538 21.1700 23.033312/10/2009 16:11 833 34644.8 34160.8 6.7301 7.4121 14.2785 9.7483 21.1774 23.0586
183
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 16:12 835 34644.8 34104.3 6.7265 7.4121 14.2749 9.7556 21.1700 23.036912/10/2009 16:12 837 36451.5 36025.2 6.7516 7.4430 14.3021 9.7864 21.1737 23.073012/10/2009 16:13 839 40232.0 39752.0 6.8250 7.5502 14.3911 9.9043 21.2623 23.192412/10/2009 16:13 841 40062.4 39638.7 6.8321 7.5593 14.3983 9.9170 21.2734 23.196012/10/2009 16:14 843 39949.5 39525.8 6.8250 7.5557 14.4001 9.9079 21.2807 23.203212/10/2009 16:14 845 39894.2 39413.9 6.8339 7.5557 14.4001 9.9025 21.2734 23.206812/10/2009 16:15 847 39837.8 39413.9 6.8232 7.5502 14.3947 9.9116 21.2697 23.206812/10/2009 16:15 849 39837.3 39300.5 6.8375 7.5575 14.2967 9.9007 21.2660 23.192412/10/2009 16:16 851 39724.4 39300.5 6.8250 7.5539 14.4074 9.9134 21.2844 23.210412/10/2009 16:16 853 39724.4 39300.5 6.8267 7.5575 14.3711 9.9079 21.2660 23.210412/10/2009 16:17 855 39724.0 39187.2 6.8303 7.5575 14.4020 9.9061 21.2807 23.214112/10/2009 16:17 857 39724.0 39187.2 6.8339 7.5593 14.3602 9.9152 21.2771 23.210412/10/2009 16:18 859 39610.9 39186.9 6.8321 7.5502 14.4110 9.9152 21.2734 23.210412/10/2009 16:18 861 39610.9 39186.9 6.8321 7.5612 14.3584 9.9134 21.2844 23.217712/10/2009 16:19 863 39610.6 39186.6 6.8303 7.5539 14.4038 9.9152 21.2807 23.221312/10/2009 16:19 865 39610.6 39073.7 6.8339 7.5630 14.3493 9.9152 21.2623 23.210412/10/2009 16:20 867 39610.4 39073.5 6.8339 7.5521 14.3874 9.9134 21.2807 23.217712/10/2009 16:20 869 39610.4 39073.5 6.8303 7.5521 14.3675 9.9134 21.2697 23.206812/10/2009 16:21 871 39610.3 39073.3 6.8321 7.5521 14.3820 9.9152 21.2807 23.217712/10/2009 16:21 873 39497.4 39073.3 6.8357 7.5521 14.3820 9.9134 21.2771 23.210412/10/2009 16:22 875 39553.7 39073.2 6.8357 7.5557 14.3856 9.9152 21.2660 23.214112/10/2009 16:22 877 39497.3 39016.8 6.8321 7.5593 14.3965 9.9188 21.2807 23.221312/10/2009 16:23 879 39497.2 39016.7 6.8339 7.5575 14.3893 9.9170 21.2844 23.214112/10/2009 16:23 881 39497.2 38960.2 6.8303 7.5539 14.4074 9.9134 21.2807 23.210412/10/2009 16:24 883 39497.2 38960.2 6.8393 7.5593 14.3874 9.9116 21.2807 23.221312/10/2009 16:24 885 39498.5 38961.4 6.8321 7.5575 14.4147 9.9188 21.2771 23.199612/10/2009 16:25 887 39498.5 38961.4 6.8321 7.5630 14.4020 9.9152 21.2844 23.232112/10/2009 16:25 889 39498.1 38961.1 6.8321 7.5575 14.4001 9.9206 21.2881 23.206812/10/2009 16:26 891 39498.1 38961.1 6.8321 7.5593 14.4038 9.9134 21.2771 23.199612/10/2009 16:26 893 39497.9 38960.8 6.8285 7.5612 14.4020 9.9116 21.2807 23.206812/10/2009 16:27 895 39497.9 38960.8 6.8321 7.5593 14.4110 9.9225 21.2844 23.206812/10/2009 16:27 897 39441.2 38960.6 6.8303 7.5557 14.4110 9.9170 21.2918 23.217712/10/2009 16:28 899 39441.2 38904.2 6.8357 7.5612 14.4092 9.9061 21.2881 23.221312/10/2009 16:28 901 39386.0 38905.3 6.8285 7.5539 14.4074 9.9170 21.2844 23.224912/10/2009 16:29 903 39386.0 38848.9 6.8375 7.5666 14.4092 9.9061 21.2734 23.217712/10/2009 16:29 905 39385.6 38848.5 6.8339 7.5593 14.4147 9.9279 21.2881 23.224912/10/2009 16:30 907 39385.6 38848.5 6.8303 7.5612 14.4056 9.9152 21.2807 23.217712/10/2009 16:30 909 40852.3 40655.0 6.8464 7.5793 14.4365 9.9406 21.3213 23.246612/10/2009 16:31 911 44914.8 44833.5 6.9305 7.6902 14.4964 10.0640 21.4062 23.380412/10/2009 16:31 913 44858.1 44833.2 6.9466 7.7139 14.5472 10.0767 21.4283 23.391212/10/2009 16:32 915 44688.8 44720.2 6.9466 7.7048 14.4982 10.0839 21.4394 23.394912/10/2009 16:32 917 44576.0 44607.3 6.9466 7.6993 14.5418 10.0803 21.4247 23.398512/10/2009 16:33 919 44520.8 44552.1 6.9449 7.7121 14.4946 10.0821 21.4136 23.409312/10/2009 16:33 921 44464.4 44495.6 6.9520 7.7048 14.5272 10.0803 21.4394 23.402112/10/2009 16:34 923 44463.9 44438.7 6.9520 7.7175 14.5054 10.0857 21.4210 23.402112/10/2009 16:34 925 44351.1 44382.2 6.9520 7.7066 14.5436 10.0894 21.4542 23.409312/10/2009 16:35 927 44352.2 44383.3 6.9520 7.7011 14.5127 10.0894 21.4357 23.3949
184
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 16:35 929 44352.2 44270.4 6.9520 7.7102 14.5182 10.0894 21.4320 23.416512/10/2009 16:36 931 44353.1 44271.3 6.9538 7.7066 14.5327 10.0857 21.4283 23.398512/10/2009 16:36 933 44296.7 44271.3 6.9556 7.7121 14.5254 10.0875 21.4320 23.405712/10/2009 16:37 935 44241.0 44272.0 6.9502 7.7102 14.5490 10.0857 21.4357 23.412912/10/2009 16:37 937 44241.0 44159.1 6.9538 7.7084 14.5182 10.0894 21.4431 23.409312/10/2009 16:38 939 44241.5 44159.6 6.9484 7.7084 14.5490 10.0894 21.4394 23.391212/10/2009 16:38 941 44241.5 44159.6 6.9520 7.7121 14.5272 10.0803 21.4320 23.402112/10/2009 16:39 943 44242.0 44160.1 6.9502 7.7102 14.5472 10.0894 21.4357 23.387612/10/2009 16:39 945 44242.0 44160.1 6.9484 7.7102 14.5399 10.0839 21.4431 23.412912/10/2009 16:40 947 44185.6 44103.6 6.9520 7.7048 14.5381 10.0857 21.4394 23.394912/10/2009 16:40 949 44185.9 44047.5 6.9484 7.7121 14.5418 10.0803 21.4394 23.391212/10/2009 16:41 951 44129.5 44047.5 6.9466 7.7121 14.5399 10.0821 21.4357 23.391212/10/2009 16:41 953 44129.8 44047.8 6.9520 7.7121 14.5436 10.0894 21.4394 23.391212/10/2009 16:42 955 46217.7 46193.7 6.9681 7.7375 14.5799 10.1238 21.4726 23.438212/10/2009 16:42 957 50113.4 49696.9 7.0594 7.8539 14.6598 10.2327 21.5538 23.550312/10/2009 16:43 959 49944.1 49696.9 7.0558 7.8557 14.6688 10.2490 21.5686 23.557612/10/2009 16:43 961 49774.7 49527.4 7.0540 7.8648 14.6725 10.2417 21.5575 23.554012/10/2009 16:44 963 49661.8 49470.9 7.0558 7.8593 14.6725 10.2508 21.5723 23.564812/10/2009 16:44 965 49550.5 49359.5 7.0522 7.8648 14.6325 10.2454 21.5575 23.561212/10/2009 16:45 967 49437.7 49303.0 7.0594 7.8666 14.6743 10.2417 21.5649 23.564812/10/2009 16:45 969 49438.9 49247.8 7.0612 7.8629 14.6289 10.2435 21.5612 23.564812/10/2009 16:46 971 49382.5 49191.3 7.0612 7.8539 14.6815 10.2454 21.5649 23.564812/10/2009 16:46 973 49327.1 49135.9 7.0558 7.8611 14.6144 10.2490 21.5538 23.568412/10/2009 16:47 975 49327.1 49135.9 7.0594 7.8539 14.6525 10.2417 21.5649 23.568412/10/2009 16:47 977 49327.9 49136.7 7.0612 7.8702 14.6362 10.2435 21.5427 23.550312/10/2009 16:48 979 49215.0 49080.2 7.0630 7.8593 14.6598 10.2454 21.5686 23.561212/10/2009 16:48 981 49215.0 49023.7 7.0612 7.8557 14.6471 10.2490 21.5501 23.554012/10/2009 16:49 983 49215.6 49024.3 7.0576 7.8557 14.6325 10.2454 21.5501 23.564812/10/2009 16:49 985 49215.6 49024.3 7.0612 7.8593 14.6489 10.2490 21.5575 23.554012/10/2009 16:50 987 49216.2 48968.4 7.0630 7.8629 14.6489 10.2490 21.5464 23.564812/10/2009 16:50 989 49159.7 48911.9 7.0558 7.8611 14.6707 10.2472 21.5575 23.572012/10/2009 16:51 991 49103.7 48912.3 7.0594 7.8593 14.6452 10.2454 21.5612 23.564812/10/2009 16:51 993 49103.7 48912.3 7.0576 7.8666 14.6761 10.2490 21.5575 23.543112/10/2009 16:52 995 49104.0 48912.6 7.0612 7.8629 14.6670 10.2417 21.5575 23.564812/10/2009 16:52 997 49104.0 48912.6 7.0612 7.8611 14.6743 10.2454 21.5649 23.557612/10/2009 16:53 999 49104.3 48912.9 7.0612 7.8629 14.6198 10.2544 21.5538 23.561212/10/2009 16:53 1001 49104.3 48799.9 7.0594 7.8593 14.6761 10.2544 21.5759 23.557612/10/2009 16:54 1003 49104.5 48800.1 7.0630 7.8648 14.5545 10.2435 21.5612 23.557612/10/2009 16:54 1005 49104.5 48800.1 7.0612 7.8575 14.6634 10.2490 21.5723 23.561212/10/2009 16:55 1007 48991.7 48800.2 7.0540 7.8539 14.6126 10.2472 21.5649 23.564812/10/2009 16:55 1009 48991.7 48800.2 7.0630 7.8611 14.6452 10.2435 21.5649 23.564812/10/2009 16:56 1011 48991.7 48800.2 7.0612 7.8593 14.6743 10.2454 21.5723 23.550312/10/2009 16:56 1013 48991.9 48743.9 7.0612 7.8666 14.6725 10.2399 21.5723 23.561212/10/2009 16:57 1015 48991.9 48687.4 7.0576 7.8575 14.6743 10.2508 21.5796 23.568412/10/2009 16:57 1017 48992.0 48687.5 7.0647 7.8684 14.6761 10.2417 21.5686 23.557612/10/2009 16:58 1019 48992.0 48687.5 7.0594 7.8648 14.6761 10.2599 21.5796 23.575612/10/2009 16:58 1021 53620.2 53206.1 7.1238 7.9575 14.7487 10.3506 21.6424 23.6769
185
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 16:59 1023 54974.8 54787.6 7.1757 8.0120 14.8086 10.4104 21.7125 23.745612/10/2009 16:59 1025 55087.7 55013.6 7.1828 8.0193 14.7759 10.4195 21.7125 23.745612/10/2009 17:00 1027 54749.1 54787.7 7.1828 8.0193 14.8195 10.4195 21.7125 23.742012/10/2009 17:00 1029 54974.9 55126.6 7.1828 8.0320 14.7669 10.4322 21.7236 23.767312/10/2009 17:01 1031 54749.1 54957.2 7.1882 8.0229 14.8141 10.4304 21.7272 23.767312/10/2009 17:01 1033 54636.3 54900.7 7.1882 8.0375 14.7669 10.4304 21.7051 23.745612/10/2009 17:02 1035 54523.4 54787.8 7.1864 8.0266 14.7959 10.4340 21.7236 23.756412/10/2009 17:02 1037 54410.5 54731.3 7.1828 8.0248 14.7977 10.4322 21.7088 23.742012/10/2009 17:03 1039 54410.5 54674.8 7.1846 8.0229 14.7923 10.4322 21.7088 23.763712/10/2009 17:03 1041 54297.7 54618.4 7.1900 8.0266 14.7796 10.4322 21.7088 23.742012/10/2009 17:04 1043 54297.7 54561.9 7.1846 8.0284 14.8068 10.4322 21.7162 23.745612/10/2009 17:04 1045 54184.8 54561.9 7.1793 8.0302 14.8068 10.4322 21.7125 23.767312/10/2009 17:05 1047 54184.8 54505.4 7.1864 8.0266 14.7868 10.4286 21.7162 23.738412/10/2009 17:05 1049 54128.4 54449.0 7.1828 8.0284 14.8195 10.4340 21.7088 23.731112/10/2009 17:06 1051 54072.0 54449.0 7.1864 8.0302 14.7959 10.4231 21.7088 23.745612/10/2009 17:06 1053 54072.0 54449.0 7.1828 8.0266 14.8032 10.4358 21.7199 23.727512/10/2009 17:07 1055 54015.5 54392.5 7.1811 8.0302 14.8068 10.4268 21.7125 23.745612/10/2009 17:07 1057 53959.1 54336.0 7.1864 8.0320 14.8050 10.4286 21.7088 23.738412/10/2009 17:08 1059 53959.1 54336.0 7.1828 8.0320 14.8086 10.4358 21.7162 23.734712/10/2009 17:08 1061 53959.1 54336.0 7.1757 8.0266 14.8141 10.4286 21.7199 23.742012/10/2009 17:09 1063 53959.1 54279.6 7.1828 8.0302 14.8068 10.4195 21.7162 23.742012/10/2009 17:09 1065 53902.7 54279.6 7.1793 8.0248 14.8086 10.4304 21.7162 23.734712/10/2009 17:10 1067 53846.2 54223.1 7.1775 8.0338 14.8104 10.4231 21.7051 23.742012/10/2009 17:10 1069 53846.2 54223.1 7.1793 8.0266 14.8123 10.4304 21.7199 23.745612/10/2009 17:11 1071 53846.2 54223.1 7.1811 8.0284 14.7995 10.4268 21.7088 23.749212/10/2009 17:11 1073 53846.2 54223.1 7.1828 8.0302 14.8123 10.4231 21.7162 23.749212/10/2009 17:12 1075 53789.8 54166.6 7.1846 8.0284 14.7723 10.4268 21.7125 23.738412/10/2009 17:12 1077 53789.8 54110.1 7.1811 8.0211 14.8159 10.4304 21.7125 23.749212/10/2009 17:13 1079 53789.8 54223.1 7.1828 8.0284 14.7832 10.4304 21.7014 23.756412/10/2009 17:13 1081 54184.9 57047.2 7.1936 8.0375 14.8359 10.4594 21.7605 23.781812/10/2009 17:14 1083 53846.3 58233.3 7.1954 8.0557 14.8014 10.4739 21.7494 23.799812/10/2009 17:14 1085 53846.3 57273.1 7.1990 8.0466 14.8322 10.4739 21.7863 23.814312/10/2009 17:15 1087 53846.3 57047.2 7.1972 8.0429 14.8322 10.4739 21.7641 23.799812/10/2009 17:15 1089 53846.3 56934.3 7.1972 8.0448 14.8268 10.4757 21.7531 23.817912/10/2009 17:16 1091 53620.5 59306.5 7.1990 8.0484 14.8395 10.4812 21.7863 23.807112/10/2009 17:16 1093 53281.8 59532.4 7.2115 8.0611 14.8377 10.4993 21.7937 23.836012/10/2009 17:17 1095 53281.8 58741.7 7.2043 8.0611 14.8685 10.5011 21.8010 23.854112/10/2009 17:17 1097 53281.8 58515.8 7.2097 8.0593 14.8504 10.5011 21.8047 23.839612/10/2009 17:18 1099 53281.8 58289.8 7.2043 8.0629 14.8685 10.4993 21.7974 23.821512/10/2009 17:18 1101 53281.8 58176.9 7.2079 8.0611 14.8558 10.4957 21.8010 23.843212/10/2009 17:19 1103 53281.8 58063.9 7.2061 8.0575 14.8613 10.5029 21.8047 23.828812/10/2009 17:19 1105 53281.8 57950.9 7.2043 8.0593 14.8576 10.4975 21.8084 23.850512/10/2009 17:20 1107 53281.8 57950.9 7.2115 8.0611 14.8631 10.4957 21.7974 23.832412/10/2009 17:20 1109 53281.8 57838.0 7.2061 8.0629 14.8722 10.5084 21.7937 23.828812/10/2009 17:21 1111 53225.4 57838.0 7.2043 8.0593 14.8722 10.5011 21.8010 23.836012/10/2009 17:21 1113 47637.7 47558.2 7.1274 7.9520 14.7868 10.3868 21.6940 23.705812/10/2009 17:22 1115 47750.6 47784.1 7.1310 7.9520 14.7868 10.3814 21.6977 23.7131
186
TIMESTAMP RECORD LoadA LoadB PotA PotB PotC PotD PotE PotF# lbs lbs in in in in in in
12/10/2009 17:22 1117 23480.8 23948.5 6.6961 7.3594 14.3257 9.7937 21.2623 23.170712/10/2009 17:23 1119 23932.3 24061.5 6.6961 7.3575 14.3421 9.7937 21.2697 23.163412/10/2009 17:23 1121 24045.2 24174.5 6.6997 7.3630 14.3221 9.7955 21.2807 23.170712/10/2009 17:24 1123 24158.1 24287.4 6.6979 7.3557 14.3348 9.7991 21.2697 23.174312/10/2009 17:24 1125 24271.0 24400.4 6.7015 7.3684 14.2894 9.7955 21.2475 23.159812/10/2009 17:25 1127 24383.8 24400.4 6.6997 7.3612 14.3221 9.7937 21.2734 23.167112/10/2009 17:25 1129 24383.8 24513.4 6.7015 7.3594 14.3057 9.7973 21.2512 23.152612/10/2009 17:26 1131 18288.2 18639.2 6.5959 7.2248 14.2204 9.6685 21.1885 23.047712/10/2009 17:26 1133 14224.4 14685.4 6.5118 7.1085 14.1260 9.5524 21.0889 22.924812/10/2009 17:27 1135 14337.3 14911.4 6.5154 7.1085 14.1079 9.5506 21.0778 22.942912/10/2009 17:27 1137 14450.2 15024.3 6.5154 7.1103 14.1333 9.5488 21.0815 22.924812/10/2009 17:28 1139 14619.5 15024.3 6.5172 7.1139 14.1242 9.5542 21.0852 22.928412/10/2009 17:28 1141 14675.9 15137.3 6.5118 7.1121 14.1478 9.5542 21.0962 22.946512/10/2009 17:29 1143 14788.8 15137.3 6.5154 7.1103 14.1278 9.5506 21.0962 22.932012/10/2009 17:29 1145 14788.8 15193.8 6.5136 7.1157 14.1514 9.5542 21.0852 22.917612/10/2009 17:30 1147 1581.5 1581.5 6.2935 6.8121 13.8991 9.2404 20.8748 22.6536
187
5A1
5B1
5A2
5B2
5A3
5B3
5A4
5B4
5A5
5B5
5A6
5B6
5A7
5B7
6A1
6B1
6A2
6B2
6A3
6B3
6A4
6B4
6A5
6B5
6A6
6B6
6A7
6B7
7A1
7B1
7A2
7B2
7A3
7B3
7A4
7B4
7A5
7B5
7A6
7B6
7A7
7B7
8A1
8B1
8A2
8B2
8A3
8B3
8A4
8B4
8A5
8B5
8A6
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Figu
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09 1
4:26
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4:27
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6848
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0/20
09 1
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12/1
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12/1
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430.
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81-0
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2009
14:
33-2
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44-3
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1776
23-1
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11-1
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320.
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430.
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85-0
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2009
14:
34-2
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760.
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75-1
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92-0
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74-0
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36-0
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43-0
.126
37-0
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43-0
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590.
0486
89-0
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64-0
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7512
/10/
2009
14:
35-2
1.03
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3.02
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65-0
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22-0
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940.
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790.
0131
08-0
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81-0
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212
/10/
2009
14:
36-2
0.98
119
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262.
8281
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2.60
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670.
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240.
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08-0
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28-0
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6812
/10/
2009
14:
37-2
0.93
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8237
56-4
2.39
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9-4
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481.
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56-0
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47-0
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030.
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490.
0112
36-0
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33-0
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5912
/10/
2009
14:
38-2
0.91
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562.
8220
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2.15
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870.
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44-0
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95-0
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47-0
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280.
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080.
0112
36-0
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17-0
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6812
/10/
2009
14:
39-2
0.89
2419
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462.
8204
99-4
1.89
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175.
3684
68-2
7.13
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7137
39-4
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651.
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660.
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21-0
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81-1
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81-0
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64-0
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280.
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440.
0168
54-0
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4-0
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8112
/10/
2009
14:
40-2
0.93
219
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862.
8240
18-4
1.71
2135
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755.
3524
66-2
7.07
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563.
7077
34-4
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761.
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420.
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08-0
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41-0
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68-0
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47-0
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790.
0012
90.
0168
54-0
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81-0
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4612
/10/
2009
14:
41-2
0.97
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362.
8318
6-4
1.64
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95-2
7.05
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223.
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551.
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830.
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59-0
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67-0
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56-0
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640.
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650.
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99-0
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52-0
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9412
/10/
2009
14:
42-2
0.88
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162.
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6606
35.8
5637
5.35
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0811
26.6
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3.71
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1.84
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8169
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1106
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8764
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12/1
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5135
35.7
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5.33
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1.85
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4:50
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8151
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2985
33.8
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6592
25.0
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3.50
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1.93
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0.45
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2973
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9969
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0837
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6084
-0.1
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0.00
3194
0.03
9325
0.00
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12/1
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09 1
4:51
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6757
19.7
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2.78
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0832
33.5
4054
5.01
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5077
24.8
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3.47
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2279
1.93
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0.45
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5701
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0.00
280.
0430
710.
0075
23-0
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4512
/10/
2009
14:
52-2
0.53
6219
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272.
7712
53-3
8.84
7733
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084.
9847
44-2
5.33
4224
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463.
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03-4
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971.
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650.
4512
08-0
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99-1
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62-0
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31-0
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75-0
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20.
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370.
0393
250.
0169
27-0
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5512
/10/
2009
14:
53-2
0.44
5719
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882.
7576
63-3
8.69
8633
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374.
9612
9-2
5.21
1924
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863.
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41-4
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041.
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710.
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66-0
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250.
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320.
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340.
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7-0
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0612
/10/
2009
14:
54-4
2.74
0662
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67.
2562
27-1
01.6
213
6.05
816
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56-8
0.85
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9.85
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2.91
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910.
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320.
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11-0
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840.
1067
410.
0940
42-0
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8812
/10/
2009
14:
55-6
0.04
4163
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048.
5526
49-1
32.0
1313
8.32
0818
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75-1
04.4
4713
3.19
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7.46
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674.
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770.
5476
50.
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38-0
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360.
1254
680.
1072
08-0
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2612
/10/
2009
14:
56-5
9.85
963
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078.
5208
21-1
31.4
2813
7.62
6118
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45-1
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2.61
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214.
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03-3
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350.
2723
46-0
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870.
1329
580.
1034
46-0
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0412
/10/
2009
14:
57-5
9.79
7363
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678.
5076
98-1
30.6
7613
7.10
6618
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66-1
03.5
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1.98
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790.
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950.
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03-0
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140.
1292
130.
1034
46-0
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7812
/10/
2009
14:
58-6
0.19
1863
.189
138.
5168
09-1
30.7
4813
6.70
5818
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97-1
03.6
0413
1.56
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22-1
7.85
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7105
05-4
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52-0
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040.
5399
910.
2817
38-0
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830.
1310
860.
0996
85-0
.002
1712
/10/
2009
14:
59-6
0.13
0163
.191
058.
5126
82-1
30.5
5313
6.58
7118
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33-1
03.5
313
1.50
2816
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97-1
7.89
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32.
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440.
5457
350.
2873
73-0
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830.
1310
860.
0978
04-0
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312
/10/
2009
15:
00-5
9.95
2563
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168.
5223
8-1
30.2
5813
6.82
2518
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1.67
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40.
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590.
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040.
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08-0
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0412
/10/
2009
15:
01-5
9.99
7363
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588.
5248
16-1
30.1
2613
6.78
5518
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1.67
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940.
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93-0
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7712
/10/
2009
15:
03-5
9.92
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088.
5191
18-1
29.9
6713
6.77
7818
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03.1
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1.63
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550.
5763
750.
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39-0
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360.
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030.
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55-0
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4212
/10/
2009
15:
04-5
9.81
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348.
5066
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29.8
7313
6.64
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1.57
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20.
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750.
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30.
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5112
/10/
2009
15:
05-5
9.81
2263
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768.
5054
24-1
29.8
1713
6.61
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1.59
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4.83
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-3.9
588
-0.6
0697
0.59
5525
0.34
1844
-0.0
1751
0.15
1685
0.12
9779
-0.0
0151
12/1
0/20
09 1
5:07
-59.
7617
63.3
3094
8.49
6912
-129
.676
136.
5424
18.3
767
-103
.044
131.
5611
16.1
9442
-17.
8065
25.1
9429
2.96
8281
4.84
5533
-3.9
5308
-0.6
0736
0.59
9355
0.34
7479
-0.0
1739
0.15
9176
0.13
354
-0.0
0177
12/1
0/20
09 1
5:08
-59.
7935
63.3
2519
8.49
8709
-129
.669
136.
4957
18.3
7298
-103
.027
131.
565
16.1
9357
-17.
8065
25.2
2508
2.97
0406
4.83
6156
-3.9
5118
-0.6
0658
0.60
3185
0.35
3114
-0.0
1726
0.16
2921
0.13
5421
-0.0
019
12/1
0/20
09 1
5:09
-59.
7038
63.2
7153
8.48
881
-129
.483
136.
4295
18.3
5558
-102
.979
131.
5514
16.1
8929
-17.
8084
25.2
424
2.97
1732
4.84
9284
-3.9
4736
-0.6
0722
0.60
510.
8114
490.
0142
440.
1685
390.
1467
06-0
.001
5112
/10/
2009
15:
10-6
4.46
9783
.501
7310
.214
26-1
43.2
1718
7.92
222
.858
03-1
18.4
8419
4.75
2921
.622
3-1
9.80
3439
.018
4.06
0359
6.39
1114
-4.1
3226
-0.7
2641
0.90
3846
0.97
676
0.00
5033
0.20
412
0.22
9466
0.00
175
12/1
0/20
09 1
5:11
-97.
6136
106.
4487
14.0
8613
-207
.553
232.
1826
30.3
543
-173
.393
239.
0698
28.4
7173
-28.
2391
47.8
4113
5.25
1712
10.4
0177
-4.6
6023
-1.0
3971
1.63
5465
0.98
4274
-0.0
4495
0.27
9029
0.27
4608
-0.0
0031
12/1
0/20
09 1
5:12
-97.
2778
106.
0429
14.0
3494
-206
.85
231.
6162
30.2
6672
-172
.995
238.
7525
28.4
2238
-28.
4972
48.0
7499
5.28
567
10.3
8299
-4.7
3838
-1.0
4381
1.65
0788
0.98
991
-0.0
4562
0.29
7756
0.27
6489
-0.0
0147
12/1
0/20
09 1
5:13
-97.
1572
105.
9637
14.0
2114
-206
.611
231.
4242
30.2
3693
-172
.84
238.
6494
28.4
0452
-28.
6234
48.2
2575
5.30
4789
10.3
8862
-4.7
7649
-1.0
4683
1.65
8449
1.01
4332
-0.0
4446
0.29
5884
0.28
0251
-0.0
0108
12/1
0/20
09 1
5:14
-97.
1293
105.
9019
14.0
1495
-206
.46
231.
3113
30.2
1873
-172
.748
238.
5919
28.3
9421
-28.
6931
48.3
5332
5.31
8406
10.4
0364
-4.7
9555
-1.0
4918
1.67
1857
1.01
621
-0.0
4526
0.29
9629
0.28
5893
-0.0
0095
12/1
0/20
09 1
5:15
-97.
133
105.
869
14.0
1294
-206
.355
231.
2024
30.2
0399
-172
.654
238.
5344
28.3
8377
-28.
7459
48.4
3837
5.32
7918
10.4
1491
-4.8
0889
-1.0
5088
1.67
5688
1.01
4332
-0.0
4565
0.29
5884
0.28
2131
-0.0
0095
12/1
0/20
09 1
5:16
-97.
1794
105.
8594
14.0
1548
-206
.286
231.
1311
30.1
9429
-172
.571
238.
5344
28.3
7804
-28.
776
48.5
3309
5.33
6536
10.4
2054
-4.8
1652
-1.0
5179
1.68
9096
1.02
3725
-0.0
4593
0.30
3375
0.28
7774
-0.0
0108
12/1
0/20
09 1
5:17
-97.
1831
105.
8342
14.0
14-2
06.1
9423
1.03
8130
.181
5-1
72.4
6723
8.45
928
.365
64-2
8.80
848
.608
475.
3439
510
.429
93-4
.818
42-1
.052
571.
6890
961.
0274
82-0
.045
670.
3127
380.
3065
84-0
.000
4212
/10/
2009
15:
18-9
7.21
110
5.83
4214
.015
92-2
06.1
4823
0.95
8930
.172
85-1
72.3
7523
8.40
5528
.355
6-2
8.82
8748
.672
265.
3497
8410
.429
93-4
.822
24-1
.052
841.
7044
191.
0406
32-0
.045
820.
3052
470.
2971
79-0
.000
5612
/10/
2009
15:
19-9
7.23
1410
5.88
2614
.020
66-2
06.0
8223
0.89
3530
.163
81-1
72.2
9623
8.34
9928
.346
28-2
8.84
3848
.739
925.
3554
9410
.435
56-4
.822
24-1
.053
221.
7025
031.
0556
61-0
.044
650.
3202
290.
3028
22-0
.001
212
/10/
2009
15:
20-9
7.26
6610
5.88
0614
.022
96-2
05.9
8123
0.83
0230
.152
45-1
72.2
0223
8.30
4328
.336
66-2
8.85
1448
.797
915.
3600
1710
.443
07-4
.820
33-1
.053
611.
7159
111.
7320
040.
0011
110.
3183
570.
3141
07-0
.000
2912
/10/
2009
15:
21-1
07.4
9614
0.14
0817
.094
02-2
32.5
4830
9.74
1537
.433
46-2
00.0
4733
1.47
4936
.690
18-3
2.78
4767
.484
996.
9214
7313
.288
39-4
.772
68-1
.246
732.
2790
691.
7958
86-0
.033
350.
4026
310.
4382
510.
0024
5912
/10/
2009
15:
22-1
37.2
715
2.31
2519
.989
44-2
84.4
6332
8.82
9442
.334
7-2
42.0
5334
6.60
5640
.634
25-3
9.46
7370
.873
167.
6166
4515
.699
27-5
.157
66-1
.439
722.
8327
11.
8127
96-0
.070
40.
4569
420.
4627
040.
0003
9812
/10/
2009
15:
23-1
36.9
615
1.96
7519
.944
28-2
83.8
0432
8.44
4542
.262
67-2
41.8
6834
6.34
6940
.603
66-3
9.83
5771
.201
227.
6647
215
.680
47-5
.176
72-1
.439
742.
8461
211.
8109
17-0
.071
460.
4588
150.
4721
090.
0009
1812
/10/
2009
15:
24-1
36.9
4815
1.94
819
.942
05-2
83.5
632
8.34
7842
.239
15-2
41.7
534
6.32
0640
.593
69-3
9.96
3571
.430
37.
6893
5415
.699
27-5
.218
64-1
.443
932.
8633
631.
8297
06-0
.071
350.
4737
970.
4758
710.
0001
4312
/10/
2009
15:
25-1
36.8
4315
1.83
8819
.927
27-2
83.4
7232
8.24
7142
.226
06-2
41.6
8134
6.28
6340
.586
51-4
0.06
571
.610
857.
7088
2215
.710
55-5
.239
61-1
.446
162.
8748
581.
8353
42-0
.071
760.
4700
510.
4965
620.
0018
312
/10/
2009
15:
26-1
36.7
5315
1.83
4919
.920
78-2
83.2
4832
8.15
8442
.204
55-2
41.6
0934
6.22
7640
.577
54-4
0.13
2671
.746
757.
7228
7415
.719
94-5
.254
85-1
.447
862.
8959
331.
8447
37-0
.072
560.
4850
340.
4984
430.
0009
2612
/10/
2009
15:
27-1
36.6
9915
1.90
919
.922
21-2
83.0
0832
8.04
5642
.180
15-2
41.5
0134
6.14
8840
.564
66-4
0.15
7171
.869
067.
7330
0315
.723
7-5
.262
47-1
.448
652.
8997
641.
8597
68-0
.071
790.
4869
070.
4909
190.
0002
7712
/10/
2009
15:
28-1
36.6
0515
1.77
0619
.906
18-2
82.8
4832
7.93
4842
.161
44-2
41.4
4634
6.08
8240
.556
63-4
0.21
5371
.973
97.
7442
6215
.731
22-5
.270
1-1
.449
692.
9112
591.
8597
68-0
.072
580.
4925
250.
4965
620.
0002
7912
/10/
2009
15:
29-1
36.5
151.
6731
19.8
9221
-282
.703
327.
7757
42.1
4046
-241
.361
345.
9952
40.5
4433
-40.
2379
72.0
671
7.75
2252
15.7
4062
-5.2
7772
-1.4
5087
2.91
5091
1.85
7889
-0.0
7298
0.48
8779
0.50
0324
0.00
0797
12/1
0/20
09 1
5:30
-136
.605
151.
7043
19.9
016
-282
.638
327.
7334
42.1
3309
-241
.331
345.
9426
40.5
3866
-40.
2773
72.1
2341
7.75
8862
15.7
3686
-5.2
9297
-1.4
5166
2.92
2754
1.87
1042
-0.0
726
0.49
6271
0.50
7848
0.00
0799
12/1
0/20
09 1
5:31
-136
.602
151.
6478
19.8
9745
-282
.509
327.
6709
42.1
1988
-241
.275
345.
8941
40.5
3147
-40.
3112
72.1
9913
7.76
6424
15.7
425
-5.2
9487
-1.4
5218
2.93
2334
1.86
9163
-0.0
7339
0.49
8144
0.50
7848
0.00
067
12/1
0/20
09 1
5:32
-136
.508
151.
6439
19.8
907
-282
.426
327.
5682
42.1
0701
-241
.192
345.
9406
40.5
2891
-40.
3281
72.2
6126
7.77
1881
15.7
425
-5.3
1774
-1.4
5376
2.93
9997
1.86
3526
-0.0
7431
0.50
5635
0.50
4086
-0.0
0011
12/1
0/20
09 1
5:33
-136
.839
151.
4802
19.9
0226
-282
.748
327.
3103
42.1
1147
-241
.31
345.
5425
40.5
0959
-40.
4953
72.0
8651
7.77
1363
15.6
5792
-5.3
8825
-1.4
5279
2.92
2754
1.85
9768
-0.0
7338
0.49
6271
0.50
5967
0.00
0669
12/1
0/20
09 1
5:34
-136
.846
151.
4353
19.8
9968
-282
.74
327.
3345
42.1
1254
-241
.383
345.
5505
40.5
152
-40.
5085
72.1
467
7.77
6426
15.6
5792
-5.3
9778
-1.4
5344
2.93
4249
1.86
1647
-0.0
7404
0.51
1253
0.52
4777
0.00
0934
12/1
0/20
09 1
5:35
-136
.903
151.
5113
19.9
0886
-282
.558
327.
2841
42.0
9655
-241
.347
345.
591
40.5
1546
-40.
5273
72.2
0301
7.78
161
15.6
7296
-5.3
9968
-1.4
5461
2.93
0418
2.10
0274
-0.0
573
0.50
0016
0.50
9729
0.00
067
12/1
0/20
09 1
5:36
-136
.565
155.
1399
20.1
3596
-282
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339.
2261
42.8
8382
-241
.014
363.
9028
41.7
5657
-40.
3882
76.5
4629
8.07
1821
15.7
5566
-5.1
5575
-1.4
4348
2.96
1071
2.67
1524
-0.0
1999
0.51
4999
0.57
9327
0.00
444
12/1
0/20
09 1
5:37
-175
.943
197.
891
25.8
0519
-358
.812
423.
7466
54.0
1893
-308
.571
450.
5362
52.4
001
-49.
6983
93.4
0708
9.87
8357
20.5
6974
-5.4
6066
-1.7
9684
4.05
1313
2.69
2195
-0.0
9382
0.64
7971
0.68
8429
0.00
2793
12/1
0/20
09 1
5:38
-175
.568
197.
4899
25.7
5168
-357
.797
423.
255
53.9
1492
-308
.349
450.
2749
52.3
667
-50.
4166
93.8
8665
9.96
1044
20.5
735
-5.5
9977
-1.8
067
4.08
7723
2.69
7833
-0.0
9594
0.66
1081
0.69
4072
0.00
2277
12/1
0/20
09 1
5:39
-175
.426
197.
3601
25.7
329
-357
.41
423.
0215
53.8
7209
-308
.241
450.
1865
52.3
5315
-50.
7935
94.1
596
10.0
059
20.5
8291
-5.6
6647
-1.8
1196
4.10
6885
2.71
2867
-0.0
9623
0.66
2954
0.69
9715
0.00
2538
12/1
0/20
09 1
5:40
-175
.353
197.
2717
25.7
2175
-357
.09
422.
8679
53.8
3938
-308
.083
450.
0774
52.3
3475
-50.
981
94.3
7211
10.0
3352
20.6
0172
-5.7
0458
-1.8
1589
4.13
1797
2.72
4142
-0.0
9717
0.66
1081
0.69
9715
0.00
2667
12/1
0/20
09 1
5:41
-175
.359
197.
2166
25.7
1833
-356
.956
422.
743
53.8
2154
-308
.025
450.
0239
52.3
2704
-51.
1123
94.5
2809
10.0
5334
20.6
0737
-5.7
3316
-1.8
1825
4.14
7128
2.72
6021
-0.0
981
0.67
4191
0.71
4764
0.00
2801
12/1
0/20
09 1
5:42
-175
.324
197.
2147
25.7
158
-356
.775
422.
6426
53.8
0208
-307
.936
449.
9725
52.3
1735
-51.
221
94.6
7433
10.0
7095
20.6
1301
-5.7
5222
-1.8
1995
4.15
8626
2.73
9176
-0.0
9798
0.67
7937
0.71
6645
0.00
2672
12/1
0/20
09 1
5:43
-175
.236
197.
1282
25.7
0378
-356
.58
422.
5353
.780
83-3
07.8
7144
9.92
7252
.309
73-5
1.30
5494
.808
8710
.086
0620
.631
82-5
.767
46-1
.822
314.
1682
072.
7466
93-0
.098
130.
6835
560.
7241
70.
0028
0412
/10/
2009
15:
44-1
75.1
9619
7.10
2625
.699
25-3
56.4
4442
2.42
1453
.764
-307
.792
449.
8573
52.2
9947
-51.
3729
94.9
0246
10.0
9718
20.6
3559
-5.7
8461
-1.8
2375
4.17
7789
2.74
1055
-0.0
9918
0.68
5429
0.71
2883
0.00
1895
12/1
0/20
09 1
5:45
-175
.141
197.
0613
25.6
9262
-356
.278
422.
3231
53.7
4575
-307
.71
449.
7976
52.2
8968
-51.
4291
95.0
0581
10.1
0819
20.6
4688
-5.7
9224
-1.8
2505
4.18
737
2.75
6089
-0.0
988
0.68
7301
0.71
4764
0.00
1896
12/1
0/20
09 1
5:46
-175
.116
196.
9414
25.6
8258
-356
.134
422.
2126
53.7
2818
-307
.64
449.
8017
52.2
8512
-51.
4835
95.0
9746
10.1
1827
20.6
5064
-5.8
0367
-1.8
261
4.19
3119
3.60
1825
-0.0
4082
0.68
7301
0.71
4764
0.00
1896
12/1
0/20
09 1
5:47
-214
.179
243.
462
31.5
903
-432
.595
516.
3306
65.5
0294
-374
.392
553.
5138
64.0
52-6
0.67
3111
2.49
6111
.953
6325
.814
16-5
.876
08-2
.187
535.
2932
063.
6450
56-0
.113
770.
8315
160.
8953
520.
0044
0712
/10/
2009
15:
48-2
14.3
5124
2.57
1931
.540
72-4
31.6
7551
4.11
165
.286
27-3
74.3
3155
3.28
1564
.031
78-6
2.45
4411
3.24
9412
.128
5825
.842
41-6
.150
46-2
.208
425.
3967
13.
6619
72-0
.119
750.
8446
260.
9009
960.
0038
9112
/10/
2009
15:
49-2
14.1
6124
2.33
231
.511
05-4
30.9
1951
3.31
4565
.179
07-3
72.6
4555
3.02
4163
.897
62-6
2.93
711
3.64
8512
.189
4525
.859
36-6
.251
44-2
.216
565.
4369
633.
6751
29-0
.121
620.
8577
370.
9179
260.
0041
5512
/10/
2009
15:
50-2
14.0
0224
2.15
7631
.488
01-4
30.6
1151
2.89
4565
.128
83-3
71.2
0455
2.86
0963
.786
9-6
3.28
8611
3.94
2112
.233
9825
.883
84-6
.312
41-2
.222
465.
4599
643.
6600
92-0
.124
240.
8539
910.
9104
020.
0038
9412
/10/
2009
15:
51-2
14.2
7124
1.82
4631
.483
64-4
30.5
9951
2.27
0765
.084
96-3
70.4
3955
2.37
5463
.700
56-6
3.71
6911
3.86
1812
.258
0125
.778
37-6
.466
74-2
.225
835.
4542
143.
6600
92-0
.123
850.
8221
510.
8859
470.
0044
0412
/10/
2009
15:
52-2
14.1
9924
1.78
6931
.476
04-4
30.2
2851
2.05
4565
.044
38-3
70.1
7655
2.19
7663
.670
13-6
3.90
211
4.03
7912
.282
9425
.785
91-6
.510
56-2
.229
385.
4714
653.
6995
64-0
.122
310.
8333
890.
8972
340.
0044
0712
/10/
2009
15:
53-2
13.8
6624
1.91
7731
.462
09-4
29.6
7651
2.10
2365
.009
61-3
69.6
3555
2.28
9663
.639
13-6
3.92
0711
4.43
5212
.311
6625
.881
96-6
.461
03-2
.232
595.
5021
343.
6958
05-0
.124
690.
8352
620.
8897
090.
0037
5812
/10/
2009
15:
54-2
13.7
0524
1.80
4831
.443
17-4
29.3
1851
1.71
9864
.958
47-3
69.4
7655
2.19
9763
.621
98-6
4.03
4811
4.57
8112
.329
3925
.898
91-6
.476
27-2
.234
815.
5232
193.
7070
83-0
.125
370.
8427
530.
8972
340.
0037
6112
/10/
2009
15:
55-2
13.6
4924
1.80
4831
.439
3-4
29.0
651
1.69
0764
.938
7-3
69.3
4355
2.08
8863
.605
12-6
4.13
0211
4.73
2712
.346
6525
.919
63-6
.485
8-2
.236
95.
5347
23.
7202
4-0
.125
250.
8446
260.
8953
520.
0035
0212
/10/
2009
15:
56-2
13.5
9424
1.82
6631
.437
05-4
28.7
9351
1.58
6764
.913
06-3
69.1
7855
2.04
6963
.590
83-6
4.18
2611
4.89
5112
.361
4825
.947
88-6
.474
36-2
.238
065.
5558
053.
7446
75-0
.125
020.
8464
990.
9028
770.
0038
9212
/10/
2009
15:
57-2
13.5
9624
1.86
4231
.439
78-4
28.6
5251
1.53
0664
.899
43-3
69.0
7555
2.02
3963
.582
14-6
4.24
9911
5.03
4112
.375
7225
.964
83-6
.481
99-2
.239
765.
5673
063.
7484
34-0
.125
550.
8483
720.
9160
450.
0046
7112
/10/
2009
15:
58-2
13.5
4724
1.90
9831
.439
55-4
28.5
3151
1.41
8364
.883
32-3
68.9
6455
1.98
63.5
7142
-64.
3135
115.
1515
12.3
8821
25.9
7802
-6.4
9151
-2.2
4133
5.58
0724
3.75
2194
-0.1
2622
0.84
6499
0.91
7926
0.00
4931
5A1
5B1
5A2
5B2
5A3
5B3
5A4
5B4
5A5
5B5
5A6
5B6
5A7
5B7
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
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Com
p.Te
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Mom
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p.Te
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Mom
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Mom
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rain
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190
12/1
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09 1
5:59
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241.
8781
31.4
3686
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511.
3248
64.8
6746
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551.
9277
63.5
6444
-64.
3826
115.
2455
12.3
9947
25.9
8555
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9342
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4198
5.59
4142
3.75
5953
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2689
0.85
5864
0.91
6045
0.00
4154
12/1
0/20
09 1
6:00
-213
.569
241.
8931
.439
68-4
28.2
7151
1.27
2864
.855
4-3
68.8
0955
1.90
2563
.555
37-6
4.43
511
5.34
9212
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2526
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69-6
.497
23-2
.244
325.
6037
263.
7709
9-0
.126
510.
8577
370.
9254
510.
0046
7412
/10/
2009
16:
01-2
13.5
4424
1.91
1831
.439
44-4
28.1
8951
1.17
0964
.842
67-3
68.7
3455
1.86
4963
.547
65-6
4.48
5511
5.42
5512
.419
26.0
1192
-6.5
0485
-2.2
4459
5.61
7144
3.77
8509
-0.1
2692
0.85
5864
0.91
9808
0.00
4414
12/1
0/20
09 1
6:02
-213
.469
241.
9415
31.4
3637
-427
.969
511.
1107
64.8
233
-368
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551.
8105
63.5
3633
-64.
536
115.
5195
12.4
2897
26.0
4582
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0104
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4666
5.62
6728
4.01
159
-0.1
1149
0.86
8975
0.92
7332
0.00
4028
12/1
0/20
09 1
6:03
-213
.578
243.
3034
31.5
3787
-427
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519.
8789
65.4
3018
-368
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568.
8547
64.7
096
-64.
5827
118.
7612
.655
8926
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82-6
.264
78-2
.230
355.
6363
124.
9120
63-0
.049
990.
8727
210.
9800
050.
0074
0612
/10/
2009
16:
04-2
53.8
3728
5.72
2237
.245
01-5
07.2
1758
5.06
6975
.398
81-4
39.9
5265
8.91
2275
.853
05-7
6.85
0213
8.24
1814
.847
4931
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4-6
.662
98-2
.624
427.
1355
154.
9496
65-0
.150
891.
0337
981.
1493
160.
0079
7412
/10/
2009
16:
05-2
53.5
7728
5.26
0737
.195
19-5
05.8
7558
3.88
4575
.224
54-4
39.2
4465
7.87
5875
.732
58-7
7.93
5513
8.94
9514
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2631
.394
11-6
.855
4-2
.640
317.
2390
574.
9647
06-0
.157
1.05
8147
1.16
0603
0.00
7072
12/1
0/20
09 1
6:06
-253
.281
284.
8771
37.1
4828
-505
.151
583.
1461
75.1
236
-438
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657.
3332
75.6
6219
-78.
4334
139.
3879
15.0
3589
31.4
2239
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5066
-2.6
4884
7.29
4664
4.99
1027
-0.1
5902
1.05
2528
1.16
8128
0.00
798
12/1
0/20
09 1
6:07
-253
.143
284.
6774
37.1
2496
-504
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582.
6603
75.0
5852
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657.
1821
75.6
3163
-78.
7074
139.
7359
15.0
7883
31.4
4125
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1734
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5474
7.33
1096
4.99
8547
-0.1
6101
1.06
3766
1.18
3178
0.00
8243
12/1
0/20
09 1
6:08
-253
.051
284.
5475
37.1
0968
-504
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582.
2796
75.0
0935
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656.
8651
75.5
9706
-78.
9722
139.
9994
15.1
1529
31.4
6765
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6306
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5972
7.36
3693
5.02
2989
-0.1
6158
1.07
6877
1.17
9416
0.00
7078
12/1
0/20
09 1
6:09
-252
.933
284.
3558
37.0
8826
-504
.052
581.
9726
74.9
6675
-438
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656.
6204
75.5
6678
-79.
181
140.
2196
15.1
4491
31.4
9593
-7.1
0878
-2.6
6483
7.39
2456
5.01
9229
-0.1
6382
1.08
2496
1.18
506
0.00
708
12/1
0/20
09 1
6:10
-252
.847
284.
0602
37.0
6191
-503
.775
581.
6802
74.9
2743
-438
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656.
4672
75.5
5026
-79.
4084
140.
3553
15.1
6997
31.4
9216
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6783
-2.6
6864
7.40
5878
5.05
3071
-0.1
6241
1.08
2496
1.19
6347
0.00
7859
12/1
0/20
09 1
6:11
-252
.732
284.
237
.063
64-5
03.5
2158
1.55
8374
.901
47-4
37.8
465
6.42
0475
.535
25-7
9.53
1414
0.59
3215
.194
8931
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1-7
.171
64-2
.671
257.
4346
415.
0549
51-0
.164
271.
0899
881.
2038
720.
0078
6112
/10/
2009
16:
12-2
52.6
1928
4.11
6137
.050
04-5
03.3
3958
1.37
7474
.876
46-4
37.7
5765
6.32
8975
.523
22-7
9.66
5614
0.75
6415
.215
4231
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53-7
.196
41-2
.673
617.
4518
995.
0643
52-0
.164
811.
0899
881.
2076
350.
0081
2112
/10/
2009
16:
13-2
52.5
4728
4.07
4237
.042
19-5
03.1
458
1.21
9774
.851
79-4
37.6
465
6.24
1775
.509
07-7
9.77
9314
0.90
5915
.233
5931
.550
61-7
.209
74-2
.675
577.
4729
925.
5400
48-0
.133
431.
1012
271.
2132
790.
0077
3512
/10/
2009
16:
14-2
52.4
929
4.75
4237
.775
45-5
02.9
5260
6.61
6276
.591
88-4
37.5
369
4.69
7478
.156
07-7
9.90
6114
8.15
3715
.742
6431
.712
78-6
.891
6-2
.664
817.
5496
946.
3768
6-0
.080
961.
1255
761.
3148
690.
0130
6712
/10/
2009
16:
15-2
92.8
1134
4.65
4544
.003
3-5
82.8
466
8.60
886
.385
69-5
09.4
1376
4.15
7887
.912
75-9
2.99
3416
5.58
1417
.849
0436
.684
-7.3
3928
-3.0
3886
9.29
3063
6.40
8831
-0.1
9909
1.30
5393
1.46
914
0.01
1303
12/1
0/20
09 1
6:16
-292
.193
343.
8773
43.9
0705
-580
.689
666.
8512
86.1
1595
-508
.237
762.
8514
87.7
4141
-94.
4913
166.
5692
18.0
2064
36.7
0099
-7.5
412
-3.0
5398
9.41
5831
6.43
1398
-0.2
0601
1.31
1012
1.49
5479
0.01
2733
12/1
0/20
09 1
6:17
-291
.793
343.
203
43.8
3288
-579
.598
665.
8003
85.9
6808
-507
.642
762.
2113
87.6
5613
-95.
2736
167.
1205
18.1
1269
36.6
9721
-7.6
3454
-3.0
6016
9.48
4889
6.45
0205
-0.2
0948
1.32
9743
1.50
1123
0.01
183
12/1
0/20
09 1
6:18
-291
.663
342.
9184
43.8
0427
-579
.11
665.
2611
85.8
9715
-507
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761.
9064
87.6
152
-95.
7733
167.
575
18.1
7856
36.7
1043
-7.6
993
-3.0
6554
9.52
5173
6.46
1489
-0.2
1148
1.34
2855
1.51
2411
0.01
1704
12/1
0/20
09 1
6:19
-291
.466
342.
6177
43.7
6988
-578
.597
664.
7923
85.8
294
-507
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761.
6491
87.5
7722
-96.
156
167.
8971
18.2
2721
36.7
1798
-7.7
6216
-3.0
704
9.56
3539
6.47
6534
-0.2
1309
1.33
7236
1.52
370.
0128
7112
/10/
2009
16:
20-2
91.4
0234
2.42
843
.752
37-5
78.2
6166
4.43
85.7
8117
-506
.826
761.
368
87.5
4165
-96.
4569
168.
2035
18.2
6913
36.7
3685
-7.7
9073
-3.0
7368
9.58
4641
6.48
0296
-0.2
1429
1.34
6601
1.53
687
0.01
3134
12/1
0/20
09 1
6:21
-291
.222
342.
243
.724
22-5
77.9
566
4.09
1285
.736
35-5
06.6
4176
1.11
7287
.511
53-9
6.67
9816
8.45
6518
.301
9836
.753
84-7
.819
3-3
.076
829.
6153
346.
4972
22-0
.215
241.
3672
061.
5425
140.
0121
0112
/10/
2009
16:
22-2
91.0
8734
2.10
7143
.708
48-5
77.7
1466
3.85
2685
.703
57-5
06.4
9876
0.92
0487
.488
06-9
6.87
316
8.68
3818
.331
36.7
6517
-7.8
5168
-3.0
7984
9.63
6436
6.50
2864
-0.2
1631
1.36
7206
1.55
0039
0.01
2621
12/1
0/20
09 1
6:23
-290
.824
342.
1535
43.6
9351
-577
.669
663.
7354
85.6
9235
-506
.384
760.
821
87.4
7333
-97.
0476
168.
8735
18.3
5615
36.7
6894
-7.8
7835
-3.0
8194
9.65
7538
6.51
4148
-0.2
1698
1.37
0952
1.54
6277
0.01
2102
12/1
0/20
09 1
6:24
-291
.108
341.
9235
43.6
9728
-577
.47
663.
4371
85.6
5803
-506
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760.
6523
87.4
5563
-97.
2222
169.
0455
18.3
8008
36.7
7083
-7.9
0883
-3.0
8417
9.68
0558
6.51
4148
-0.2
1857
1.37
4699
1.55
7565
0.01
2623
12/1
0/20
09 1
6:25
-291
.034
341.
7459
43.6
7986
-577
.289
663.
224
85.6
3081
-506
.195
760.
5183
87.4
3941
-97.
3652
169.
2175
18.4
0182
36.7
8971
-7.9
2787
-3.0
8679
9.69
015
6.52
7313
-0.2
1833
1.38
0318
1.56
3209
0.01
2625
12/1
0/20
09 1
6:26
-290
.998
341.
5804
43.6
6598
-577
.138
663.
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3648
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18.4
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36.7
9537
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9.70
7415
6.49
9102
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2147
1.37
6572
1.56
3209
0.01
2883
12/1
0/20
09 1
6:27
-291
.354
341.
425
43.6
7982
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662.
7255
85.6
0143
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760.
1075
87.4
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169.
2946
18.4
3714
36.7
1043
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9.70
3579
6.50
8506
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2055
1.38
4064
1.56
6972
0.01
2626
12/1
0/20
09 1
6:28
-291
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341.
3645
43.6
7417
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662.
6084
85.5
8563
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760.
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87.4
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9185
169.
433
18.4
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36.7
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9209
9.70
7415
6.51
6029
-0.2
203
1.39
1557
1.56
6972
0.01
2109
12/1
0/20
09 1
6:29
-291
.316
341.
2777
43.6
6707
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662.
4656
85.5
6964
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760.
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87.4
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169.
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18.4
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36.7
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9.72
4681
6.53
8597
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1993
1.39
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1.57
6379
0.01
2499
12/1
0/20
09 1
6:30
-291
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341.
4291
43.6
8354
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662.
5935
85.5
7422
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760.
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87.4
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169.
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18.4
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36.8
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9.74
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6.54
0478
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2152
1.39
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1.58
5786
0.01
3149
12/1
0/20
09 1
6:31
-291
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341.
5986
43.6
7289
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662.
5658
85.5
3734
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760.
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87.3
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18.5
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9.77
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6.71
7266
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1091
1.41
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1.58
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0.01
1725
12/1
0/20
09 1
6:32
-291
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351.
119
44.3
2761
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682.
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86.8
7701
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18.7
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9.84
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7.73
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4557
1.41
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1.63
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0.01
5103
12/1
0/20
09 1
6:33
-334
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398.
031
50.5
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754.
5874
97.5
9753
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870.
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100.
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195.
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21.1
7766
42.5
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-7.8
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8231
11.4
2273
7.76
6845
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5236
1.59
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1.84
9192
0.01
7367
12/1
0/20
09 1
6:34
-333
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397.
4991
50.4
7307
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752.
0271
97.2
2904
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867.
9055
99.9
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197.
447
21.4
0495
42.5
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5739
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9415
11.5
6282
7.77
625
-0.2
6138
1.60
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1.85
2955
0.01
7368
12/1
0/20
09 1
6:35
-333
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397.
7844
50.4
5007
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750.
7873
97.0
6261
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866.
8072
99.7
7931
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198.
3928
21.5
2595
42.5
4077
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6024
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9982
11.6
1271
7.78
3775
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6431
1.61
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1.83
414
0.01
5422
12/1
0/20
09 1
6:36
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397.
1466
50.3
8987
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749.
9818
96.9
564
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866.
1131
99.6
9417
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199.
5098
21.6
4061
42.5
5022
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4024
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0599
11.6
5877
7.79
6943
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6658
1.60
3228
1.83
9785
0.01
6329
12/1
0/20
09 1
6:37
-332
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396.
8389
50.3
5622
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749.
3836
96.8
7051
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865.
6541
99.6
3616
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6925
21.7
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42.5
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8214
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0771
11.6
9332
7.80
2587
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6857
1.59
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1.84
7311
0.01
7237
12/1
0/20
09 1
6:38
-332
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396.
5843
50.3
2696
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748.
941
96.8
0421
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865.
3181
99.5
9093
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1617
21.8
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42.5
351
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2214
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106
11.7
1827
7.81
0112
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6977
1.61
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1.85
1074
0.01
6591
12/1
0/20
09 1
6:39
-332
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396.
3805
50.3
0633
-653
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748.
5977
96.7
5285
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865.
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99.5
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6091
21.8
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42.5
3888
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6404
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1376
11.7
4321
7.81
9517
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7085
1.61
2594
1.85
1074
0.01
6462
12/1
0/20
09 1
6:40
-332
.222
396.
189
50.2
8119
-652
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748.
3063
96.7
0462
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864.
8525
99.5
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201.
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21.8
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42.5
4644
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9451
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1638
11.7
7008
7.82
1399
-0.2
7257
1.61
2594
1.86
0482
0.01
7111
12/1
0/20
09 1
6:41
-332
.09
396.
024
50.2
6067
-652
.374
8.04
9496
.664
14-5
76.7
9886
4.66
5999
.502
17-1
15.4
8820
2.26
3321
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8942
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89-8
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36-3
.518
6111
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277.
8383
29-0
.272
731.
6275
81.
8642
450.
0163
3712
/10/
2009
16:
42-3
32.0
3539
5.88
3450
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2-6
52.0
0274
7.84
96.6
2912
-576
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864.
5199
.478
41-1
15.6
6920
2.53
1821
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9442
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89-8
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6-3
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6611
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717.
8308
05-0
.274
171.
6350
731.
8680
080.
0160
7912
/10/
2009
16:
43-3
31.9
4939
5.75
9250
.232
66-6
51.7
6674
7.61
7696
.597
48-5
76.5
0786
4.38
799
.462
87-1
15.8
3420
2.73
0721
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0342
.559
67-8
.455
45-3
.521
511
.819
988.
9408
31-0
.198
741.
6294
531.
8698
890.
0165
9712
/10/
2009
16:
44-3
65.6
1344
1.91
5155
.742
51-7
24.5
883
6.42
7310
7.75
41-6
44.0
297
5.53
4711
1.79
55-1
26.1
0422
9.38
6324
.539
47.3
318
-7.9
8882
-3.8
187
13.2
8643
9.02
7386
-0.2
941.
7530
892.
1446
0.02
7025
12/1
0/20
09 1
6:45
-373
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440.
9809
56.1
9064
-732
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836.
2544
108.
2908
-652
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976.
4117
112.
4317
-132
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233.
5563
25.2
6563
47.7
0067
-8.2
4595
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6192
13.7
1454
9.02
5505
-0.3
2368
1.79
6175
2.20
2931
0.02
8078
12/1
0/20
09 1
6:46
-372
.397
439.
5994
56.0
5093
-730
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834.
3666
108.
0442
-651
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974.
5887
112.
2495
-133
.987
234.
3683
25.4
2702
47.5
6258
-8.4
5545
-3.8
6684
13.7
8174
9.02
3623
-0.3
2845
1.79
8048
2.20
4813
0.02
8078
12/1
0/20
09 1
6:47
-372
.343
439.
1499
56.0
1617
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.45
833.
5267
107.
8901
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973.
9194
112.
1642
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235.
0323
25.5
2081
47.5
2853
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5639
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7146
13.8
2781
9.03
8676
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3059
1.80
5541
2.20
8576
0.02
7821
12/1
0/20
09 1
6:48
-372
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438.
7826
55.9
6911
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832.
6585
107.
7756
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973.
2077
112.
0881
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235.
5444
25.5
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47.4
9826
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2114
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7384
13.8
6429
9.04
9966
-0.3
3233
1.80
3668
2.21
7984
0.02
8612
/10/
2009
16:
49-3
71.7
2643
8.55
6855
.932
68-7
28.0
2683
2.31
0910
7.70
78-6
50.2
2697
2.90
4411
2.04
24-1
35.5
5323
6.00
2525
.647
9447
.503
93-8
.602
1-3
.872
9213
.898
859.
0631
38-0
.333
81.
8130
342.
2236
290.
0283
4312
/10/
2009
16:
50-3
71.2
1643
8.27
7755
.878
21-7
27.2
483
2.05
510
7.63
59-6
49.7
6297
2.60
111
1.98
94-1
35.6
9823
6.44
8725
.688
7847
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36-8
.613
53-3
.878
0213
.946
859.
0687
83-0
.336
731.
8317
672.
2349
190.
0278
2912
/10/
2009
16:
51-3
71.0
8943
7.94
5355
.846
46-7
26.8
3583
1.68
5510
7.58
25-6
49.5
0597
2.40
9211
1.95
84-1
35.9
1823
6.76
6825
.725
8847
.579
6-8
.636
38-3
.880
5113
.975
659.
0857
18-0
.337
541.
8205
282.
2462
090.
0293
84
5A1
5B1
5A2
5B2
5A3
5B3
5A4
5B4
5A5
5B5
5A6
5B6
5A7
5B7
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
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Com
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Mom
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Com
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Mom
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rain
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191
12/1
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09 1
6:52
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437.
7668
55.8
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831.
3926
107.
533
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972.
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111.
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25.7
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14.0
0637
9.08
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3941
1.84
3007
2.24
8091
0.02
7962
12/1
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09 1
6:53
-370
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437.
5555
55.7
9713
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831.
0384
107.
4799
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972.
3512
111.
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237.
3932
25.7
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47.5
9663
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5923
-3.8
8326
14.0
2941
9.10
0771
-0.3
4022
1.84
3007
2.26
1263
0.02
8872
12/1
0/20
09 1
6:54
-370
.676
437.
4385
55.7
8302
-725
.705
830.
8854
107.
4492
-648
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972.
2441
111.
9-1
36.4
2623
7.63
9325
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09-8
.674
47-3
.884
9714
.048
619.
0988
89-0
.341
671.
8411
342.
2650
260.
0292
6112
/10/
2009
16:
55-3
70.4
6343
7.18
4155
.750
75-7
25.3
6883
0.55
5310
7.40
32-6
48.6
4197
2.03
6711
1.87
3-1
36.5
5123
7.88
5525
.846
8347
.600
41-8
.687
8-3
.885
4914
.065
899.
1120
61-0
.341
961.
8430
072.
2706
710.
0295
2112
/10/
2009
16:
56-3
70.5
5643
7.17
3955
.756
43-7
25.2
8383
0.43
0710
7.38
87-6
48.5
2797
1.94
9711
1.85
92-1
36.6
8423
8.10
9625
.871
4647
.607
98-8
.704
94-3
.887
214
.085
099.
1120
61-0
.343
281.
8448
812.
2725
530.
0295
2212
/10/
2009
16:
57-3
70.5
437.
1349
55.7
4988
-725
.126
830.
2951
107.
3685
-648
.386
971.
8115
111.
8399
-136
.793
238.
3117
25.8
9291
47.6
2122
-8.7
1827
-3.8
8903
14.1
0045
9.11
9588
-0.3
4382
1.86
9234
2.27
6316
0.02
8112
/10/
2009
16:
58-3
70.2
443
6.99
5455
.722
29-7
24.8
1183
0.89
4110
7.38
81-6
48.2
2397
1.71
7811
1.82
22-1
36.9
0323
8.49
9925
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5347
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22-8
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18-3
.889
1714
.119
659.
1327
6-0
.344
241.
8711
072.
2819
610.
0283
6112
/10/
2009
16:
59-3
70.4
1843
6.88
6655
.727
08-7
24.7
6983
0.76
0810
7.37
6-6
48.1
1797
1.58
6211
1.80
58-1
37.0
0423
8.69
25.9
3364
47.6
3446
-8.7
297
-3.8
9074
14.1
3309
9.85
3498
-0.2
9541
1.86
1741
2.28
9488
0.02
9527
12/1
0/20
09 1
7:00
-386
.415
470.
8099
59.1
7304
-761
.704
896.
3936
114.
4561
-683
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1058
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120.
2459
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255.
5726
27.3
2598
49.9
9399
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1453
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1115
14.7
1105
10.1
7909
-0.3
1283
1.95
5408
2.48
7069
0.03
6712
/10/
2009
17:
01-4
16.5
6449
0.82
7462
.635
95-8
12.9
3192
7.80
9612
0.16
08-7
30.1
1310
92.3
5312
5.80
22-1
52.7
0526
8.83
229
.098
1152
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85-8
.205
95-4
.210
8715
.899
8110
.222
38-0
.391
912.
1109
2.67
1485
0.03
8696
12/1
0/20
09 1
7:02
-418
.216
491.
9351
62.8
2641
-814
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929.
7148
120.
3974
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1095
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126.
1685
-152
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271.
1768
29.2
7947
52.9
625
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8785
-4.2
2802
16.0
746
10.2
4496
-0.4
0241
2.13
9002
2.71
2885
0.03
9614
12/1
0/20
09 1
7:03
-417
.133
490.
6245
62.6
6118
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927.
2973
120.
063
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125.
9179
-153
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272.
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29.3
8215
52.9
-8.3
6213
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2884
16.1
5911
10.2
4684
-0.4
0812
2.14
8369
2.73
3586
0.04
0397
12/1
0/20
09 1
7:04
-416
.549
489.
8213
62.5
6543
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925.
8672
119.
8649
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1092
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125.
7757
-153
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272.
7653
29.4
5855
52.8
716
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2308
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3108
16.2
0713
10.2
619
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1039
2.17
4597
2.73
9231
0.03
8976
12/1
0/20
09 1
7:05
-416
.234
489.
1858
62.4
9985
-809
.478
924.
843
119.
7177
-729
.423
1091
.119
125.
6694
-154
.337
273.
2345
29.5
1462
52.8
3183
-8.4
6879
-4.2
3149
16.2
4747
10.2
6755
-0.4
1279
2.16
523
2.75
0523
0.04
0402
12/1
0/20
09 1
7:06
-415
.87
488.
7471
62.4
444
-808
.738
924.
085
119.
6143
-728
.925
1090
.486
125.
5914
-154
.61
273.
6252
29.5
6046
52.8
1479
-8.5
0688
-4.2
3295
16.2
782
10.2
7696
-0.4
1426
2.17
2724
2.75
805
0.04
0404
12/1
0/20
09 1
7:07
-415
.576
488.
3621
62.3
9754
-808
.023
923.
4999
119.
5245
-728
.518
1090
.01
125.
5303
-154
.938
273.
9958
29.6
0871
52.7
9396
-8.5
3544
-4.2
3348
16.3
0701
10.2
8449
-0.4
1573
2.19
3331
2.76
3696
0.03
9371
12/1
0/20
09 1
7:08
-415
.33
488.
0227
62.3
5718
-807
.421
922.
9946
119.
4481
-728
.156
1089
.586
125.
4761
-155
.153
274.
2939
29.6
441
52.7
7881
-8.5
5068
-4.2
3349
16.3
2814
10.2
9578
-0.4
1641
2.20
0825
2.78
0632
0.04
0023
12/1
0/20
09 1
7:09
-415
.118
487.
7475
62.3
235
-806
.869
922.
5913
119.
3821
-727
.846
1089
.225
125.
4298
-155
.331
274.
5678
29.6
7529
52.7
7691
-8.5
7353
-4.2
3493
16.3
5119
10.3
0143
-0.4
1761
2.20
6446
2.78
6278
0.04
0025
12/1
0/20
09 1
7:10
-414
.952
487.
4702
62.2
9291
-806
.393
922.
1503
119.
3189
-727
.551
1088
.908
125.
3875
-155
.501
274.
8176
29.7
0431
52.7
7123
-8.5
8686
-4.2
3546
16.3
704
10.3
0707
-0.4
1854
2.21
2066
2.79
3806
0.04
0157
12/1
0/20
09 1
7:11
-414
.738
487.
2737
62.2
6454
-806
.047
921.
7847
119.
2697
-727
.354
1088
.631
125.
3548
-155
.67
275.
0331
29.7
3084
52.7
4283
-8.6
0781
-4.2
3495
16.3
8192
10.3
0895
-0.4
1921
2.20
2699
2.80
5097
0.04
1583
12/1
0/20
09 1
7:12
-414
.615
487.
0192
62.2
385
-805
.588
921.
4524
119.
2151
-727
.062
1088
.411
125.
3195
-155
.771
275.
2487
29.7
5268
52.7
6745
-8.6
1543
-4.2
3717
16.4
0305
10.3
0895
-0.4
2067
2.21
2066
2.80
8861
0.04
1196
12/1
0/20
09 1
7:13
-414
.513
486.
8288
62.2
1832
-805
.294
921.
1621
119.
1748
-726
.86
1088
.203
125.
2912
-155
.907
275.
438
29.7
7512
52.7
6745
-8.6
2495
-4.2
3783
16.4
2226
10.3
2213
-0.4
2108
2.21
956
2.81
2624
0.04
0938
12/1
0/20
09 1
7:14
-414
.426
486.
6551
62.2
0036
-805
.028
920.
914
119.
1393
-726
.672
1087
.996
125.
264
-156
.008
275.
6274
29.7
9516
52.7
6555
-8.6
3448
-4.2
3836
16.4
3955
10.4
0306
-0.4
1669
2.23
8295
2.82
3916
0.04
0425
12/1
0/20
09 1
7:15
-436
.114
509.
1613
65.2
5099
-823
.606
940.
3106
121.
7607
-736
.078
1101
.899
126.
873
-156
.461
277.
3623
29.9
4618
53.2
3899
-8.5
5258
-4.2
6538
16.5
2599
10.4
2753
-0.4
2097
2.23
8295
2.83
8971
0.04
1464
12/1
0/20
09 1
7:16
-439
.043
513.
767
65.7
7114
-825
.294
3.02
612
2.05
81-7
37.1
6511
03.6
5512
7.06
92-1
56.7
8727
7.97
2930
.010
8753
.369
67-8
.552
58-4
.274
416
.579
7810
.433
18-0
.424
292.
2457
892.
8521
440.
0418
5612
/10/
2009
17:
17-4
36.2
7651
0.60
8965
.362
08-8
23.4
3294
1.15
0512
1.80
66-7
36.7
0611
02.9
4612
6.98
86-1
57.0
2927
8.27
1230
.048
1753
.386
71-8
.575
44-4
.277
1616
.606
6710
.485
88-0
.422
512.
2607
762.
8540
260.
0409
5112
/10/
2009
17:
18-4
57.7
1253
1.30
1968
.270
23-8
36.9
5195
6.86
1812
3.82
44-7
40.7
7811
09.7
9412
7.74
24-1
57.2
2527
8.98
4830
.110
9753
.631
03-8
.544
97-4
.291
9216
.666
2210
.487
76-0
.426
492.
2701
442.
8709
630.
0414
7412
/10/
2009
17:
19-4
52.1
4752
4.14
0367
.391
7-8
33.7
8995
2.99
0212
3.33
88-7
40.0
5611
08.7
0512
7.61
73-1
57.5
4327
9.27
3130
.152
7653
.631
03-8
.564
01-4
.293
2316
.689
2710
.504
7-0
.426
912.
2851
322.
8860
180.
0414
7812
/10/
2009
17:
20-4
50.2
9352
2.27
9467
.135
27-8
32.5
2995
1.71
2712
3.16
37-7
39.7
1611
08.2
8412
7.56
48-1
57.7
3927
9.52
130
.183
4253
.661
34-8
.577
34-4
.296
2516
.716
1610
.517
88-0
.427
862.
2870
052.
8897
820.
0416
0912
/10/
2009
17:
21-4
49.2
752
1.25
9766
.994
25-8
31.6
2195
0.83
8212
3.04
06-7
39.4
9111
08.0
3712
7.53
22-1
57.9
2427
9.75
4930
.212
3553
.670
81-8
.590
67-4
.297
8216
.735
3710
.517
88-0
.429
192.
2832
582.
8973
10.
0423
8712
/10/
2009
17:
22-4
48.5
4452
0.46
6966
.889
46-8
30.9
2495
0.16
4112
2.94
6-7
39.2
9311
07.8
3712
7.50
47-1
58.0
7127
9.98
0730
.238
0653
.693
53-8
.600
2-4
.300
0516
.758
4310
.064
28-0
.462
092.
2982
462.
9010
740.
0416
1212
/10/
2009
17:
23-4
47.9
9645
6.98
9162
.469
81-8
30.3
5886
3.42
1511
6.91
92-7
39.1
3210
17.9
3912
1.28
81-1
58.2
0826
9.78
7929
.543
9653
.708
69-9
.272
43-4
.347
516
.777
645.
4761
18-0
.780
132.
3001
22.
8201
520.
0358
9712
/10/
2009
17:
24-2
51.2
8528
0.40
8336
.702
04-4
09.9
4848
2.43
8461
.600
17-3
61.6
6356
3.78
9963
.882
72-1
14.1
5718
2.10
5420
.450
5926
.684
37-9
.672
3-2
.509
6511
.200
135.
4497
94-0
.396
941.
5695
11.
9583
220.
0268
3912
/10/
2009
17:
25-2
51.0
1128
0.20
0736
.668
76-4
10.9
1148
3.20
3961
.719
51-3
61.5
3756
4.17
5763
.900
6-1
12.2
0818
0.86
1220
.230
1626
.605
26-9
.373
35-2
.483
5511
.148
325.
4347
52-0
.394
41.
5470
311.
9470
320.
0276
1212
/10/
2009
17:
26-2
5128
0.20
8736
.668
56-4
11.4
1348
3.65
2961
.785
14-3
61.6
6556
4.44
463
.927
99-1
11.7
0818
0.33
4320
.159
2826
.560
05-9
.291
47-2
.474
7811
.136
85.
4234
7-0
.394
381.
5470
311.
9432
690.
0273
5212
/10/
2009
17:
27-2
50.9
7628
0.22
4636
.668
05-4
11.7
2848
3.91
7861
.825
12-3
61.7
2856
4.60
5563
.943
45-1
11.4
6618
0.02
1420
.120
9426
.533
68-9
.245
77-2
.469
811
.119
533.
3086
2-0
.539
181.
5376
651.
9319
80.
0272
1912
/10/
2009
17:
28-1
95.0
8421
1.96
728
.098
15-2
79.0
0231
7.51
6541
.176
85-2
33.1
4437
6.83
6542
.106
1-8
6.88
6913
4.14
715
.257
6516
.120
31-8
.367
84-1
.690
388.
2208
893.
2785
49-0
.341
161.
2211
031.
5255
810.
0210
1812
/10/
2009
17:
29-1
94.5
4121
1.55
528
.032
2-2
79.5
6231
8.15
441
.259
51-2
32.9
7337
6.75
5242
.088
7-8
5.89
4813
3.11
9815
.118
2715
.983
09-8
.192
62-1
.668
818.
1249
983.
2578
75-0
.335
971.
1986
261.
5067
670.
0212
7112
/10/
2009
17:
30-1
94.3
0121
1.36
9828
.002
85-2
79.9
8131
8.55
2341
.315
9-2
33.0
8837
6.81
4142
.100
71-8
5.55
7913
2.61
1215
.059
915
.928
58-8
.120
25-1
.660
068.
0923
962.
2487
18-0
.403
381.
1911
341.
5086
490.
0219
18
5A1
5B1
5A2
5B2
5A3
5B3
5A4
5B4
5A5
5B5
5A6
5B6
5A7
5B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
192
6A1
6B1
6A2
6B2
6A3
6B3
6A4
6B4
6A6
6B6
6A6
6B6
6A7
6B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
TAB
LE E
.7 S
train
gag
e m
easu
rem
ents
for p
ile 6
193
12/1
0/20
09 1
4:14
00
00
00
00
00
00
00
00
00
00
012
/10/
2009
14:
140.
5070
243.
0550
220.
1758
852.
1486
464.
0870
640.
1338
062.
3177
91.
8657
57-0
.031
22.
4088
010.
1399
78-0
.156
611.
3703
31.
8984
960.
0364
590.
5848
320.
6117
060.
0018
550.
1687
280.
1665
82-0
.000
1512
/10/
2009
14:
150.
5326
513.
0423
940.
1732
442.
2382
714.
1016
020.
1286
232.
3322
241.
8826
37-0
.031
032.
4180
90.
1380
87-0
.157
391.
3555
931.
9022
860.
0377
370.
5828
820.
6098
060.
0018
590.
1574
790.
1493
49-0
.000
5612
/10/
2009
14:
160.
6131
953.
2336
260.
1808
852.
1870
564.
3505
780.
1493
452.
4080
012.
0514
35-0
.024
612.
5091
170.
1891
61-0
.160
141.
4016
451.
9553
480.
0382
210.
6062
770.
6421
040.
0024
730.
1706
030.
1646
67-0
.000
4112
/10/
2009
14:
170.
6790
953.
2029
560.
1742
182.
3772
844.
3832
910.
1384
722.
4855
832.
1114
53-0
.025
832.
5555
60.
2118
6-0
.161
781.
4126
981.
9742
990.
0387
670.
6218
730.
6497
030.
0019
210.
1799
770.
1589
23-0
.001
4512
/10/
2009
14:
180.
7047
243.
1686
780.
1700
832.
3955
754.
3578
470.
1354
532.
4873
872.
1189
55-0
.025
432.
5462
710.
2307
77-0
.159
841.
4182
251.
9780
890.
0386
470.
6394
190.
6649
020.
0017
590.
1874
760.
1646
67-0
.001
5712
/10/
2009
14:
190.
7504
883.
1650
70.
1666
752.
3315
554.
4105
520.
1435
12.
4639
322.
1245
82-0
.023
422.
5406
980.
2307
77-0
.159
451.
4200
671.
9818
80.
0387
810.
6433
190.
6706
010.
0018
830.
1837
270.
1608
38-0
.001
5812
/10/
2009
14:
200.
7468
273.
0983
190.
1623
22.
3022
894.
3305
860.
1400
12.
4098
052.
1039
51-0
.021
112.
4868
240.
2515
85-0
.154
31.
3979
611.
9610
340.
0388
680.
6511
170.
6839
0.00
2263
0.18
7476
0.16
2752
-0.0
0171
12/1
0/20
09 1
4:21
0.77
2456
3.05
5022
0.15
7562
2.36
0821
4.36
6934
0.13
8479
2.41
7022
2.10
7702
-0.0
2135
2.50
9117
0.24
591
-0.1
5623
1.40
533
1.96
2929
0.03
849
0.66
2814
0.68
580.
0015
870.
1893
510.
1589
23-0
.002
112
/10/
2009
14:
220.
7358
443.
0514
140.
1598
412.
3242
394.
2978
740.
1362
372.
3899
582.
1095
77-0
.019
352.
4831
090.
2515
85-0
.154
041.
4071
721.
9648
240.
0384
940.
6628
140.
6933
990.
0021
110.
1874
760.
1589
23-0
.001
9712
/10/
2009
14:
230.
7834
43.
1019
270.
1600
422.
3772
844.
3669
340.
1373
432.
4458
92.
1620
94-0
.019
592.
5239
790.
2288
85-0
.158
431.
4311
191.
9970
40.
0390
650.
6823
10.
7123
980.
0020
770.
1987
250.
1646
67-0
.002
3512
/10/
2009
14:
240.
8017
463.
0911
030.
1580
312.
3846
4.37
2386
0.13
7214
2.45
8519
2.17
5223
-0.0
1956
2.52
3979
0.25
3477
-0.1
5673
1.44
033
2.01
5991
0.03
9737
0.69
2058
0.72
1897
0.00
206
0.19
8725
0.16
8497
-0.0
0209
12/1
0/20
09 1
4:25
0.83
4697
3.08
0279
0.15
5009
2.39
5575
4.36
6934
0.13
608
2.45
8519
2.18
4601
-0.0
1891
2.51
8406
0.25
5368
-0.1
5621
1.44
5856
2.03
1152
0.04
0402
0.70
1806
0.73
5196
0.00
2305
0.20
060.
1723
26-0
.001
9512
/10/
2009
14:
260.
8713
13.
0351
780.
1493
692.
3626
514.
3142
30.
1347
152.
4332
62.
1808
5-0
.017
422.
4886
820.
2421
27-0
.155
081.
4458
562.
0311
520.
0404
020.
7037
560.
7351
960.
0021
70.
1912
260.
1646
67-0
.001
8312
/10/
2009
14:
270.
0439
283.
4862
080.
2376
160.
9416
255.
5902
030.
3208
851.
3400
252.
7735
80.
0989
562.
0205
630.
4445
39-0
.108
791.
3758
561.
9060
760.
0366
0.67
6461
0.70
8598
0.00
2218
0.18
3727
0.14
9349
-0.0
0237
12/1
0/20
09 1
4:28
0.67
5434
3.15
0637
0.17
086
1.93
8309
4.72
134
0.19
2109
2.02
7325
2.46
220.
0300
192.
2769
080.
3764
37-0
.131
191.
4366
461.
9894
60.
0381
60.
6940
080.
7332
960.
0027
120.
1874
760.
1531
79-0
.002
3712
/10/
2009
14:
29-0
.003
663.
5764
20.
2471
280.
7276
855.
8792
550.
3556
051.
1650
62.
9424
080.
1226
881.
9314
020.
5164
25-0
.097
671.
3776
981.
8814
410.
0347
730.
6842
60.
7294
970.
0031
230.
1856
010.
1531
79-0
.002
2412
/10/
2009
14:
300.
0256
243.
5692
030.
2446
080.
7715
695.
8792
550.
3525
761.
1668
632.
9649
190.
1241
171.
9276
870.
5372
35-0
.095
981.
3850
661.
8814
410.
0342
640.
6901
080.
7332
960.
0029
810.
1893
510.
1531
79-0
.002
512
/10/
2009
14:
310.
0549
13.
5601
820.
2419
640.
7551
135.
8738
010.
3533
361.
1686
672.
9893
060.
1256
761.
9202
580.
5429
1-0
.095
081.
3850
661.
8871
260.
0346
560.
6959
570.
7541
950.
0040
20.
1893
510.
1570
08-0
.002
2312
/10/
2009
14:
320.
0841
953.
5565
730.
2396
930.
8794
535.
9101
610.
3472
631.
1542
373.
0174
450.
1286
151.
9016
830.
5637
2-0
.092
361.
3813
821.
8890
210.
0350
420.
7096
040.
7522
950.
0029
470.
1968
50.
1627
52-0
.002
3512
/10/
2009
14:
330.
1116
53.
5403
350.
2366
770.
8703
15.
9174
330.
3483
961.
1307
893.
0493
360.
1324
351.
8831
080.
5883
13-0
.089
381.
3905
931.
8909
160.
0345
370.
7096
040.
7636
940.
0037
340.
1968
50.
1665
82-0
.002
0912
/10/
2009
14:
34-3
.207
4411
.455
151.
0121
38-6
.954
7830
.003
452.
5511
74-8
.008
421
.021
932.
0039
22-2
.663
6911
.441
90.
9736
890.
9650
840.
1799
67-0
.054
20.
5029
520.
5851
090.
0056
710.
0693
65-0
.011
49-0
.005
5812
/10/
2009
14:
35-1
5.36
414
.971
822.
0940
36-2
5.70
840
.084
024.
5415
32-2
7.96
8129
.718
863.
9820
46-1
0.93
1218
.567
882.
0362
780.
3001
86-0
.274
67-0
.039
680.
4854
060.
5927
080.
0074
070.
0431
19-0
.003
83-0
.003
2412
/10/
2009
14:
36-1
5.22
5314
.841
592.
0754
76-2
5.50
0839
.816
644.
5087
67-2
7.87
6729
.681
143.
9731
33-1
1.00
5318
.841
282.
0602
650.
2817
7-0
.276
57-0
.038
540.
5010
020.
6003
070.
0068
550.
0506
18-0
.005
74-0
.003
8912
/10/
2009
14:
37-1
5.14
514
.756
592.
0640
67-2
5.34
6239
.655
484.
4869
75-2
7.84
4429
.660
393.
9694
74-1
1.08
3119
.008
362.
0771
70.
2651
94-0
.276
57-0
.037
40.
5049
010.
6098
060.
0072
410.
0543
670.
0038
29-0
.003
4912
/10/
2009
14:
38-1
5.04
2914
.705
942.
0535
18-2
5.10
4439
.459
534.
4567
56-2
7.68
1329
.673
593.
9591
28-1
1.05
3419
.038
742.
0772
210.
2615
11-0
.276
57-0
.037
140.
5204
970.
6250
050.
0072
140.
0618
660.
0095
74-0
.003
6112
/10/
2009
14:
39-1
4.97
5414
.642
642.
0444
89-2
5.04
6239
.344
164.
4447
75-2
7.59
3529
.534
023.
9434
31-1
1.04
0519
.105
22.
0809
130.
2504
61-0
.278
46-0
.036
510.
5243
960.
6117
060.
0060
270.
0599
920.
0019
15-0
.004
0112
/10/
2009
14:
40-1
4.93
1614
.610
092.
0392
19-2
4.97
7139
.234
294.
4324
22-2
7.59
8929
.573
633.
9465
37-1
1.08
6819
.160
262.
0879
110.
2357
28-0
.287
93-0
.036
150.
5068
510.
6117
060.
0072
380.
0468
68-0
.003
83-0
.003
512
/10/
2009
14:
41-1
4.92
9814
.494
342.
0311
03-2
5.04
9839
.069
494.
4260
66-2
7.69
9229
.541
563.
9512
51-1
1.19
0519
.232
422.
1000
520.
2209
94-0
.306
88-0
.036
440.
5126
990.
6155
060.
0070
970.
0524
930.
0019
15-0
.003
4912
/10/
2009
14:
42-1
4.86
4114
.461
782.
0243
22-2
4.98
2639
.045
694.
4197
79-2
7.70
129
.581
173.
9541
09-1
1.21
6519
.306
472.
1069
540.
2228
36-0
.301
19-0
.036
170.
5185
480.
6288
050.
0076
110.
0524
930.
0057
44-0
.003
2312
/10/
2009
14:
43-1
4.80
7514
.481
682.
0217
91-2
4.91
1739
.082
314.
4174
12-2
7.60
0729
.617
013.
9496
55-1
1.17
0119
.338
752.
1059
860.
2375
69-0
.274
67-0
.035
360.
5419
420.
6516
030.
0075
70.
0618
660.
0095
74-0
.003
6112
/10/
2009
14:
44-1
4.76
1912
.740
371.
8984
43-2
3.87
3233
.680
053.
9728
22-2
5.95
8725
.199
823.
5314
-10.
4032
16.4
9507
1.85
6748
0.24
1253
-0.0
1137
-0.0
1744
0.56
3387
0.67
2501
0.00
7532
0.07
6864
0.03
8294
-0.0
0266
12/1
0/20
09 1
4:45
-11.
4766
11.4
7142
1.58
4068
-19.
375
31.5
7904
3.51
7285
-20.
8999
24.0
561
3.10
3252
-8.5
5567
16.7
5507
1.74
7164
0.28
3611
-0.1
9322
-0.0
3291
0.58
6781
0.63
8304
0.00
3557
0.08
9988
-0.0
2298
-0.0
078
12/1
0/20
09 1
4:46
-15.
5409
15.0
0257
2.10
8373
-26.
1825
40.3
8257
4.59
4893
-28.
993
30.5
9222
4.11
3083
-11.
8573
20.1
8002
2.21
1493
0.17
3111
-0.3
5802
-0.0
3666
0.53
4144
0.63
4504
0.00
6928
0.03
7495
-0.0
2298
-0.0
0417
12/1
0/20
09 1
4:47
-14.
7601
14.4
1476
2.01
3898
-24.
7316
38.8
992
4.39
2345
-27.
3354
29.4
6801
3.92
1059
-11.
1905
19.5
1535
2.11
9583
0.17
6795
-0.3
0498
-0.0
3326
0.53
8043
0.64
4003
0.00
7314
0.03
7495
-0.0
1723
-0.0
0378
12/1
0/20
09 1
4:48
-14.
4645
14.2
8455
1.98
4506
-24.
3297
38.3
4627
4.32
6435
-26.
8981
29.0
7195
3.86
3531
-11.
0182
19.3
6914
2.09
7598
0.16
9428
-0.2
8793
-0.0
3157
0.53
9993
0.64
2104
0.00
7049
0.04
1244
-0.0
2298
-0.0
0443
12/1
0/20
09 1
4:49
-14.
2528
14.1
0009
1.95
7162
-24.
0642
37.8
5747
4.27
4365
-26.
5862
28.7
6456
3.82
0781
-10.
9516
19.2
4381
2.08
4343
0.16
2061
-0.2
8793
-0.0
3106
0.53
8043
0.65
1603
0.00
7839
0.03
7495
-0.0
1915
-0.0
0391
12/1
0/20
09 1
4:50
-14.
0813
13.9
2648
1.93
3338
-23.
8514
37.5
719
4.23
9964
-26.
3388
28.5
3638
3.78
7954
-10.
8348
19.0
8241
2.06
5146
0.18
4161
-0.2
6331
-0.0
3089
0.54
7791
0.65
5402
0.00
7428
0.03
9369
-0.0
1915
-0.0
0404
12/1
0/20
09 1
4:51
-13.
9298
13.7
9628
1.91
3895
-23.
6386
37.2
7354
4.20
4679
-26.
1344
28.3
6667
3.76
2131
-10.
7682
19.0
1406
2.05
5824
0.16
9428
-0.2
4815
-0.0
2883
0.55
3639
0.66
4902
0.00
768
0.03
9369
-0.0
1915
-0.0
0404
12/1
0/20
09 1
4:52
-13.
835
13.6
896
1.89
998
-23.
6095
37.0
6854
4.18
8519
-26.
0358
28.2
4222
3.74
6734
-10.
7348
18.9
533
2.04
9328
0.17
6795
-0.2
4058
-0.0
2881
0.55
9488
0.67
6301
0.00
8063
0.04
4994
-0.0
0191
-0.0
0324
12/1
0/20
09 1
4:53
-13.
7236
13.5
7387
1.88
4308
-23.
4331
36.8
6904
4.16
2569
-25.
9031
28.1
1589
3.72
8855
-10.
7052
18.9
1343
2.04
4529
0.18
4161
-0.2
3679
-0.0
2906
0.57
5084
0.68
20.
0073
80.
0562
42-0
.021
06-0
.005
3412
/10/
2009
14:
54-3
9.50
231
.615
334.
9091
29-8
2.95
7212
8.62
914
.605
49-1
17.3
0912
7.31
4416
.885
98-4
2.65
6910
5.21
8610
.207
64-3
.306
33-8
.311
25-0
.345
480.
5224
470.
4141
29-0
.007
48-0
.044
99-0
.103
39-0
.004
0312
/10/
2009
14:
55-3
9.15
3631
.294
034.
8628
97-8
2.20
6712
7.64
3914
.485
69-1
16.4
9712
6.36
8416
.764
68-4
2.68
4510
5.66
2710
.240
2-3
.534
52-8
.371
77-0
.333
910.
5107
50.
3894
32-0
.008
37-0
.041
24-0
.101
48-0
.004
1612
/10/
2009
14:
56-3
8.94
6731
.150
634.
8387
16-8
1.70
9312
7.05
6314
.410
79-1
15.8
7412
5.75
1216
.679
04-4
2.61
0910
5.76
710
.242
32-3
.624
69-8
.385
01-0
.328
60.
5068
510.
3761
34-0
.009
02-0
.044
99-0
.111
05-0
.004
5612
/10/
2009
14:
57-3
8.84
6831
.021
764.
8229
3-8
1.39
1512
6.52
8414
.352
41-1
15.4
2212
5.12
6516
.604
75-4
2.55
210
5.70
5210
.233
99-3
.701
98-8
.390
68-0
.323
650.
4990
530.
3666
35-0
.009
14-0
.052
49-0
.116
8-0
.004
4412
/10/
2009
14:
58-3
8.80
8730
.918
34.
8131
57-8
1.31
0712
6.34
9314
.334
47-1
15.3
412
4.95
1516
.586
98-4
2.56
6710
5.78
8310
.240
73-3
.740
62-8
.398
25-0
.321
510.
4990
530.
3685
35-0
.009
01-0
.052
49-0
.112
97-0
.004
1712
/10/
2009
14:
59-3
8.75
9730
.923
744.
8101
5-8
1.29
6312
6.22
2514
.324
73-1
15.3
1712
4.75
1616
.571
6-4
2.58
710
5.86
3610
.247
33-3
.773
74-8
.402
03-0
.319
480.
5029
520.
3628
36-0
.009
67-0
.050
62-0
.107
22-0
.003
9112
/10/
2009
15:
00-3
8.94
8530
.793
064.
8141
59-8
1.59
2612
5.97
0714
.327
8-1
15.5
1712
4.51
7116
.569
24-4
2.67
910
5.86
1610
.253
55-3
.876
79-8
.504
15-0
.319
420.
4776
080.
3400
39-0
.009
5-0
.056
24-0
.120
63-0
.004
4412
/10/
2009
15:
01-3
8.91
430
.791
254.
8116
54-8
1.60
5212
5.91
8514
.325
06-1
15.5
4712
4.54
4116
.573
16-4
2.69
105.
9408
10.2
5978
-3.9
1175
-8.5
2117
-0.3
1818
0.46
981
0.33
434
-0.0
0935
-0.0
6187
-0.1
2637
-0.0
0445
12/1
0/20
09 1
5:02
-38.
8668
30.7
3317
4.80
4387
-81.
5333
125.
7861
14.3
1097
-115
.549
124.
4672
16.5
6797
-42.
6937
106.
0181
10.2
6536
-3.9
3935
-8.5
4576
-0.3
1797
0.47
1759
0.33
6239
-0.0
0935
-0.0
6561
-0.1
2828
-0.0
0433
12/1
0/20
09 1
5:03
-38.
6109
30.7
2591
4.78
6219
-81.
2388
125.
6444
14.2
8085
-115
.396
124.
6132
16.5
6751
-42.
6348
106.
159
10.2
7103
-3.9
0439
-8.4
8524
-0.3
1621
0.49
9053
0.36
4735
-0.0
0927
-0.0
5812
-0.1
1871
-0.0
0418
12/1
0/20
09 1
5:04
-38.
6254
30.7
0595
4.78
5844
-81.
2478
125.
7171
14.2
8649
-115
.37
124.
6229
16.5
6635
-42.
6514
106.
2093
10.2
7564
-3.9
2279
-8.4
8902
-0.3
152
0.50
4901
0.36
2836
-0.0
0981
-0.0
6187
-0.1
1871
-0.0
0392
12/1
0/20
09 1
5:05
-38.
5546
30.6
6783
4.77
8326
-81.
255
125.
6332
14.2
812
-115
.35
124.
6325
16.5
6568
-42.
6679
106.
2324
10.2
7838
-3.9
3199
-8.4
9659
-0.3
1509
0.51
075
0.36
2836
-0.0
1021
-0.0
5812
-0.1
1871
-0.0
0418
194
12/1
0/20
09 1
5:06
-38.
4366
30.5
8798
4.76
4669
-81.
1023
125.
5847
14.2
6731
-115
.228
124.
6421
16.5
5785
-42.
6661
106.
3058
10.2
8332
-3.9
3015
-8.4
7011
-0.3
1339
0.51
6598
0.36
6635
-0.0
1035
-0.0
5437
-0.1
1488
-0.0
0418
12/1
0/20
09 1
5:07
-38.
4693
30.5
7527
4.76
6048
-81.
2263
125.
5045
14.2
7033
-115
.264
124.
694
16.5
6398
-42.
6882
106.
3464
10.2
8764
-3.9
4119
-8.4
7011
-0.3
1263
0.52
2447
0.37
2334
-0.0
1036
-0.0
5062
-0.1
0914
-0.0
0404
12/1
0/20
09 1
5:08
-38.
4275
30.5
1175
4.75
8781
-81.
1939
125.
4057
14.2
6128
-115
.189
124.
6863
16.5
5824
-42.
6992
106.
3715
10.2
9014
-3.9
5039
-8.4
72-0
.312
120.
5243
960.
3704
35-0
.010
63-0
.076
86-0
.112
97-0
.002
4912
/10/
2009
15:
09-3
8.38
430
.391
974.
7475
05-8
1.23
712
5.16
3314
.247
52-1
15.1
512
4.61
5216
.550
66-4
2.71
0310
6.39
2710
.292
37-3
.966
95-8
.475
79-0
.311
240.
5224
470.
3742
34-0
.010
23-0
.127
48-0
.089
990.
0025
8812
/10/
2009
15:
10-5
5.53
1340
.407
976.
6225
51-1
33.0
9620
8.09
0123
.551
6-2
10.1
242.
7724
31.2
6115
-65.
3192
168.
3356
16.1
2885
-3.0
3211
-16.
69-0
.942
781.
0936
880.
7142
98-0
.026
19-0
.191
22-0
.143
60.
0032
8712
/10/
2009
15:
11-5
7.90
1640
.027
866.
7599
29-1
36.9
4520
9.22
6123
.895
67-2
15.8
824
1.59
331
.578
72-6
7.41
1916
9.81
316
.375
3-3
.173
82-1
7.10
16-0
.961
411.
1482
80.
6933
99-0
.031
4-0
.181
85-0
.120
630.
0042
2612
/10/
2009
15:
12-5
7.72
8139
.836
916.
7347
7-1
36.5
3120
8.50
9223
.817
65-2
15.3
2324
0.86
31.4
8965
-67.
5016
170.
1708
16.4
0618
-3.2
7136
-17.
2149
-0.9
625
1.15
8029
0.67
8201
-0.0
3312
-0.1
781
-0.1
1871
0.00
4099
12/1
0/20
09 1
5:13
-57.
663
39.6
7689
6.71
9232
-136
.436
208.
1526
23.7
8643
-215
.136
240.
5181
31.4
5314
-67.
5839
170.
4112
16.4
2846
-3.3
3209
-17.
2847
-0.9
6313
1.15
218
0.67
2501
-0.0
3311
-0.1
8185
-0.1
1105
0.00
4887
12/1
0/20
09 1
5:14
-57.
6322
39.5
4232
6.70
7822
-136
.379
207.
8663
23.7
6274
-215
.043
240.
2882
31.4
3088
-67.
6498
170.
6008
16.4
461
-3.3
8178
-17.
3451
-0.9
6387
1.15
6079
0.66
1102
-0.0
3417
-0.1
8934
-0.1
1297
0.00
5272
12/1
0/20
09 1
5:15
-57.
6033
39.4
3503
6.69
8419
-136
.375
207.
616
23.7
4522
-214
.939
240.
133
31.4
1294
-67.
7029
170.
7318
16.4
5881
-3.4
1674
-17.
3904
-0.9
6458
1.15
413
0.65
5402
-0.0
3443
-0.1
8559
-0.1
1488
0.00
4881
12/1
0/20
09 1
5:16
-57.
5834
39.3
2411
6.68
939
-136
.377
207.
3676
23.7
282
-214
.868
239.
9817
31.3
9764
-67.
7542
170.
8315
16.4
6923
-3.4
5723
-17.
432
-0.9
6466
1.15
6079
0.64
7803
-0.0
3509
-0.1
9122
-0.1
1105
0.00
5534
12/1
0/20
09 1
5:17
-57.
5636
39.2
4411
6.68
2495
-136
.359
207.
1818
23.7
1415
-214
.794
239.
8913
31.3
8631
-67.
7835
170.
9449
16.4
7908
-3.4
8851
-17.
4622
-0.9
6458
1.15
413
0.64
7803
-0.0
3495
-0.1
9122
-0.1
1297
0.00
5402
12/1
0/20
09 1
5:18
-57.
5473
39.1
5683
6.67
5347
-136
.354
207.
032
23.7
0344
-214
.743
239.
7872
31.3
7557
-67.
8347
171.
0329
16.4
8869
-3.5
1796
-17.
4943
-0.9
6476
1.15
6079
0.63
8304
-0.0
3574
-0.1
8934
-0.1
1488
0.00
514
12/1
0/20
09 1
5:19
-57.
5383
39.0
8592
6.66
9828
-136
.382
206.
8689
23.6
9414
-214
.707
239.
7184
31.3
6834
-67.
8622
171.
1052
16.4
9558
-3.5
4188
-17.
515
-0.9
6455
1.15
413
0.64
0204
-0.0
3548
-0.1
8934
-0.1
1297
0.00
5272
12/1
0/20
09 1
5:20
-57.
522
39.0
0955
6.66
3434
-136
.375
206.
7286
23.6
8397
-214
.656
239.
6614
31.3
6085
-67.
8896
171.
1697
16.5
0192
-3.5
6948
-17.
5358
-0.9
6407
1.15
023
0.63
0705
-0.0
3586
-0.1
8934
-0.1
0914
0.00
5537
12/1
0/20
09 1
5:21
-75.
4423
45.0
4268
8.31
6903
-193
.661
290.
6472
33.4
311
-320
.842
369.
3883
47.6
4562
-97.
4172
225.
5055
22.2
9089
-0.9
8146
-26.
3816
-1.7
5334
2.04
134
1.37
1692
-0.0
4622
-0.2
2496
-0.1
3786
0.00
6013
12/1
0/20
09 1
5:22
-76.
1462
44.7
3683
8.34
4384
-195
.521
291.
4916
33.6
1778
-324
.784
371.
1427
48.0
388
-99.
2646
228.
1485
22.6
0086
-0.9
7778
-26.
8263
-1.7
8429
2.12
3244
1.39
6393
-0.0
5017
-0.2
0996
-0.1
2637
0.00
5771
12/1
0/20
09 1
5:23
-76.
0202
44.5
1656
8.32
048
-195
.238
290.
8227
33.5
5205
-324
.381
370.
6437
47.9
7659
-99.
5355
228.
7017
22.6
5775
-1.0
6984
-26.
9714
-1.7
8795
2.13
2995
1.39
4493
-0.0
5098
-0.2
1559
-0.1
2254
0.00
6423
12/1
0/20
09 1
5:24
-76.
0562
44.4
0006
8.31
4924
-195
.162
290.
5297
33.5
2663
-324
.25
370.
3419
47.9
4666
-99.
7118
229.
0673
22.6
9515
-1.1
1402
-27.
0713
-1.7
9179
2.13
6895
1.37
7392
-0.0
5243
-0.2
1371
-0.1
2828
0.00
5897
12/1
0/20
09 1
5:25
-76.
0058
44.3
0358
8.30
4784
-195
.014
290.
1885
33.4
9281
-324
.054
370.
1286
47.9
1846
-99.
8318
229.
3242
22.7
2117
-1.1
6926
-27.
1372
-1.7
9253
2.14
4695
1.37
1692
-0.0
5336
-0.2
1559
-0.1
2637
0.00
6159
12/1
0/20
09 1
5:26
-75.
9014
44.1
4886
8.28
6896
-194
.849
289.
9187
33.4
6284
-323
.829
369.
8872
47.8
8624
-99.
9245
229.
4804
22.7
3835
-1.2
0608
-27.
2032
-1.7
9454
2.14
4695
1.34
6991
-0.0
5506
-0.2
1371
-0.1
3211
0.00
5633
12/1
0/20
09 1
5:27
-76.
0166
44.0
8151
8.29
0201
-194
.898
289.
593
33.4
4374
-323
.826
369.
7444
47.8
7615
-100
.041
229.
6345
22.7
5702
-1.2
6315
-27.
254
-1.7
9411
2.13
1044
1.35
2691
-0.0
5373
-0.2
2684
-0.1
2828
0.00
6803
12/1
0/20
09 1
5:28
-75.
968
44.0
0142
8.28
1317
-194
.884
289.
3367
33.4
2508
-323
.706
369.
6297
47.8
5994
-100
.099
229.
7748
22.7
7072
-1.2
9814
-27.
2861
-1.7
9391
2.13
1044
1.33
559
-0.0
5491
-0.2
2496
-0.1
3211
0.00
6409
12/1
0/20
09 1
5:29
-76.
103
43.7
7391
8.27
4932
-194
.807
288.
8589
33.3
8678
-323
.729
369.
2837
47.8
3767
-100
.253
229.
7472
22.7
7947
-1.3
8098
-27.
3539
-1.7
9287
2.11
3494
1.31
4689
-0.0
5514
-0.2
2871
-0.1
436
0.00
5875
12/1
0/20
09 1
5:30
-76.
0508
43.7
6845
8.27
0952
-194
.933
288.
776
33.3
8975
-323
.716
369.
2093
47.8
3161
-100
.323
229.
8598
22.7
9202
-1.4
2149
-27.
4066
-1.7
9372
2.11
1543
1.30
5189
-0.0
5566
-0.2
3246
-0.1
4169
0.00
6266
12/1
0/20
09 1
5:31
-75.
9986
43.6
8108
8.26
1317
-194
.837
288.
5583
33.3
6808
-323
.699
369.
169
47.8
2768
-100
.375
229.
9507
22.8
0193
-1.4
491
-27.
4443
-1.7
9441
2.10
9593
1.30
3289
-0.0
5566
-0.2
3996
-0.1
4552
0.00
6519
12/1
0/20
09 1
5:32
-75.
8978
43.6
9929
8.25
5614
-194
.718
288.
5814
33.3
6146
-323
.53
369.
3179
47.8
2632
-100
.368
230.
1247
22.8
1344
-1.4
4174
-27.
4556
-1.7
957
2.13
4945
1.32
609
-0.0
5583
-0.2
2871
-0.1
3211
0.00
6668
12/1
0/20
09 1
5:33
-75.
8366
43.7
1203
8.25
2268
-194
.606
288.
4986
33.3
4802
-323
.429
369.
3923
47.8
2443
-100
.372
230.
2492
22.8
2228
-1.4
4358
-27.
4688
-1.7
9648
2.15
0546
1.32
4189
-0.0
5704
-0.2
2309
-0.1
3211
0.00
628
12/1
0/20
09 1
5:34
-75.
8096
43.6
7198
8.24
764
-194
.676
288.
383
33.3
4487
-323
.427
369.
4185
47.8
2612
-100
.428
230.
3223
22.8
3122
-1.4
6199
-27.
4877
-1.7
9651
2.15
8346
1.33
369
-0.0
5692
-0.2
2309
-0.1
302
0.00
6412
12/1
0/20
09 1
5:35
-75.
7807
43.5
7916
8.23
9244
-194
.678
288.
2635
33.3
3674
-323
.423
369.
4004
47.8
2464
-100
.473
230.
3955
22.8
394
-1.4
896
-27.
5121
-1.7
963
2.15
8346
1.33
179
-0.0
5706
-0.2
2496
-0.1
302
0.00
6541
12/1
0/20
09 1
5:36
-84.
3516
48.4
4478
9.16
6747
-227
.479
368.
9425
41.1
7013
-391
.24
486.
0385
60.5
5728
-120
.238
277.
6094
27.4
6281
1.49
7437
-32.
6679
-2.3
5838
2.83
1179
2.34
4638
-0.0
3359
-0.2
4371
-0.1
3594
0.00
7439
12/1
0/20
09 1
5:37
-93.
1574
47.8
9277
9.73
649
-250
.281
371.
5766
42.9
2591
-431
.677
488.
3342
63.5
0702
-132
.436
282.
029
28.6
0996
2.23
6197
-33.
5166
-2.4
6797
3.23
1018
2.40
7354
-0.0
5686
-0.2
2496
-0.1
168
0.00
7467
12/1
0/20
09 1
5:38
-93.
0354
47.5
8127
9.70
6569
-249
.723
370.
7114
42.8
2768
-430
.969
487.
5641
63.4
0505
-132
.808
282.
6396
28.6
7777
2.09
9859
-33.
7218
-2.4
7271
3.26
0275
2.40
7354
-0.0
5888
-0.2
0996
-0.1
1105
0.00
6828
12/1
0/20
09 1
5:39
-92.
9708
47.4
2462
9.69
1298
-249
.514
370.
228
42.7
7989
-430
.629
487.
1821
63.3
5517
-133
.034
283.
0945
28.7
2474
2.01
6952
-33.
8516
-2.4
7595
3.27
0028
2.39
5951
-0.0
6034
-0.2
0809
-0.1
0914
0.00
6831
12/1
0/20
09 1
5:40
-92.
9081
47.3
3172
9.68
0552
-249
.382
369.
8308
42.7
4341
-430
.346
486.
8618
63.3
1357
-133
.167
283.
334
28.7
5049
1.95
247
-33.
9344
-2.4
7722
3.28
1731
2.39
4051
-0.0
6128
-0.2
0247
-0.0
9382
0.00
7512
/10/
2009
15:
41-9
2.87
5847
.229
729.
6712
83-2
49.2
9436
9.52
3642
.716
12-4
30.1
1648
6.65
4463
.283
36-1
33.2
8328
3.55
1528
.773
481.
8953
58-3
4.01
53-2
.478
863.
2797
812.
3807
47-0
.062
06-0
.211
84-0
.097
650.
0078
8212
/10/
2009
15:
42-9
2.83
4547
.165
979.
6640
34-2
49.1
5836
9.29
8642
.691
17-4
29.9
248
6.46
9663
.257
05-1
33.3
8428
3.69
1228
.790
11.
8419
32-3
4.06
98-2
.478
943.
2973
352.
3902
5-0
.062
61-0
.204
34-0
.091
910.
0077
6112
/10/
2009
15:
43-9
2.78
9747
.089
479.
6556
58-2
49.0
1336
9.05
5942
.664
4-4
29.7
0448
6.30
3363
.230
67-1
33.4
5428
3.84
0928
.805
291.
8106
13-3
4.11
88-2
.480
153.
2973
352.
3750
46-0
.063
66-0
.204
34-0
.086
160.
0081
5812
/10/
2009
15:
44-9
2.75
5647
.011
159.
6479
-248
.98
368.
8603
42.6
4863
-429
.53
486.
1699
63.2
0948
-133
.519
283.
9407
28.8
1666
1.76
6399
-34.
1677
-2.4
8048
3.28
1731
2.35
4141
-0.0
6403
-0.2
2121
-0.1
1105
0.00
7604
12/1
0/20
09 1
5:45
-92.
7215
46.9
128
9.63
8758
-248
.925
368.
6353
42.6
2929
-429
.387
486.
0263
.189
27-1
33.5
928
4.05
4528
.829
371.
7258
69-3
4.21
28-2
.480
83.
2895
332.
3313
35-0
.066
14-0
.217
46-0
.111
050.
0073
4512
/10/
2009
15:
46-9
2.66
4147
.564
879.
6798
08-2
48.8
5937
5.59
6843
.105
3-4
29.3
1350
0.78
7164
.203
47-1
33.6
5829
0.62
0929
.287
371.
6779
71-3
4.80
92-2
.518
663.
2739
292.
5746
-0.0
4827
-0.2
2309
-0.1
2254
0.00
6941
12/1
0/20
09 1
5:47
-110
.889
46.7
416
10.8
8099
-300
.795
416.
3171
49.5
0119
-537
.966
592.
2175
78.0
1492
-167
.873
334.
6769
34.6
9032
5.48
7364
-40.
7561
-3.1
9212
4.55
5575
3.61
2406
-0.0
6511
-0.2
0622
-0.0
8233
0.00
8552
12/1
0/20
09 1
5:48
-110
.776
46.3
7008
10.8
4758
-299
.967
415.
5197
49.3
8904
-536
.347
590.
6336
77.7
9387
-168
.421
335.
8471
34.8
0892
5.21
0818
-41.
192
-3.2
0312
4.55
3624
3.56
8685
-0.0
6799
-0.2
1934
-0.0
7276
0.01
0118
12/1
0/20
09 1
5:49
-110
.708
46.2
5171
10.8
3472
-299
.635
415.
1191
49.3
3842
-535
.73
589.
8229
77.6
9531
-168
.666
336.
3547
34.8
6089
5.06
3334
-41.
41-3
.207
994.
5770
363.
5344
69-0
.071
97-0
.200
59-0
.074
670.
0086
9212
/10/
2009
15:
50-1
10.6
4446
.153
3710
.823
49-2
99.4
1641
4.85
2749
.304
96-5
35.1
5558
9.71
6477
.648
27-1
68.8
6933
6.75
1634
.902
254.
9435
06-4
1.57
53-3
.211
134.
5438
693.
4641
35-0
.074
53-0
.226
84-0
.097
650.
0089
1812
/10/
2009
15:
51-1
10.6
6246
.071
4310
.819
07-2
99.3
5541
4.49
9549
.276
34-5
34.7
9158
9.29
4477
.594
02-1
68.9
8733
7.02
5634
.929
324.
8568
63-4
1.69
37-3
.213
324.
5497
223.
4565
32-0
.075
46-0
.217
46-0
.084
250.
0091
9612
/10/
2009
15:
52-1
10.6
2245
.963
9910
.808
94-2
99.2
3241
4.34
1649
.256
96-5
34.5
0958
9.02
9277
.556
24-1
69.0
9333
7.25
5334
.952
474.
7665
35-4
1.78
76-3
.213
564.
5399
673.
4261
18-0
.076
89-0
.213
71-0
.088
080.
0086
7312
/10/
2009
15:
53-1
10.7
0645
.667
1810
.794
25-2
99.3
5541
3.93
7249
.237
52-5
34.5
5658
8.64
4877
.532
98-1
69.3
0633
7.33
5934
.972
734.
6393
41-4
1.91
34-3
.213
474.
4950
953.
3652
91-0
.077
99-0
.226
84-0
.099
560.
0087
8512
/10/
2009
15:
54-1
10.5
0345
.510
5910
.769
38-2
99.0
4141
3.69
8449
.199
37-5
34.5
8558
8.19
3777
.503
79-1
69.3
7433
7.51
1234
.989
534.
5840
4-4
1.99
42-3
.215
234.
5028
993.
3519
85-0
.079
45-0
.224
96-0
.091
910.
0091
8512
/10/
2009
15:
55-1
10.4
4645
.350
3710
.754
37-2
98.9
5241
3.77
5449
.198
56-5
34.6
4558
7.95
7777
.491
64-1
69.4
4933
7.66
8435
.005
574.
6043
17-4
2.06
-3.2
2117
4.50
0948
3.35
7687
-0.0
7892
-0.2
2684
-0.0
8808
0.00
9578
12/1
0/20
09 1
5:56
-110
.267
45.5
634
10.7
5675
-298
.672
413.
7458
49.1
7719
-534
.424
587.
9222
77.4
7396
-169
.438
337.
9182
35.0
2208
4.59
1414
-42.
0844
-3.2
2196
4.52
8261
3.35
7687
-0.0
808
-0.2
1184
-0.0
8425
0.00
8808
12/1
0/20
09 1
5:57
-110
.269
45.4
9421
10.7
5209
-298
.609
413.
5959
49.1
6249
-534
.274
587.
7447
77.4
5138
-169
.49
338.
0331
35.0
3359
4.55
8234
-42.
152
-3.2
2434
4.53
0212
3.35
9588
-0.0
8081
-0.2
1559
-0.0
8616
0.00
8934
12/1
0/20
09 1
5:58
-110
.296
45.4
2866
10.7
4942
-298
.592
413.
3867
49.1
4687
-534
.077
587.
6257
77.4
2956
-169
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338.
156
35.0
4652
4.51
215
-42.
1952
-3.2
2414
4.52
8261
3.35
3886
-0.0
8107
-0.2
1559
-0.0
8042
0.00
9331
6A1
6B1
6A2
6B2
6A3
6B3
6A4
6B4
6A6
6B6
6A6
6B6
6A7
6B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
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Com
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Mom
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p.Te
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Mom
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Com
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Mom
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Com
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Mom
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rain
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195
12/1
0/20
09 1
5:59
-110
.279
45.4
6143
10.7
5057
-298
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413.
438
49.1
4488
-533
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587.
4941
77.4
1461
-169
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338.
2729
35.0
5755
4.47
7128
-42.
2347
-3.2
2445
4.53
8016
3.34
6282
-0.0
8226
-0.2
0996
-0.0
7659
0.00
9207
12/1
0/20
09 1
6:00
-110
.26
45.4
232
10.7
4657
-298
.548
413.
3236
49.1
3945
-533
.865
587.
3605
77.3
9657
-169
.649
338.
3616
35.0
6726
4.43
2889
-42.
2722
-3.2
2399
4.53
6065
3.33
6778
-0.0
8279
-0.2
0809
-0.0
7659
0.00
9077
12/1
0/20
09 1
6:01
-110
.244
45.3
0849
10.7
3755
-298
.476
413.
3137
49.1
3382
-533
.788
587.
2185
77.3
8144
-169
.721
338.
418
35.0
761
4.39
7866
-42.
3324
-3.2
2572
4.53
2163
3.31
967
-0.0
837
-0.2
0809
-0.0
7659
0.00
9077
12/1
0/20
09 1
6:02
-110
.267
45.3
5401
10.7
4229
-298
.479
413.
2309
49.1
2834
-533
.663
587.
1078
77.3
6521
-169
.771
338.
5026
35.0
854
4.35
3628
-42.
3643
-3.2
2487
4.52
4359
3.31
967
-0.0
8316
-0.2
1371
-0.0
6701
0.01
0126
12/1
0/20
09 1
6:03
-117
.54
48.3
4275
11.4
5064
-331
.547
485.
8073
56.4
208
-605
.736
694.
6633
89.7
6469
-189
.86
386.
5551
39.7
8911
8.11
1655
-47.
0637
-3.8
0868
5.48
2374
4.89
57-0
.040
5-0
.198
72-0
.038
290.
0110
7412
/10/
2009
16:
04-1
24.7
7445
.202
911
.733
27-3
55.3
6349
4.00
5458
.630
7-6
47.7
6269
7.68
5692
.874
34-2
04.9
139
2.57
5741
.243
69.
4049
65-4
8.58
35-4
.002
866.
0424
334.
8025
32-0
.085
59-0
.176
22-0
.026
810.
0103
1412
/10/
2009
16:
05-1
24.9
0845
.377
6811
.754
56-3
5549
3.54
358
.573
69-6
46.2
3669
6.22
9592
.668
47-2
05.4
3239
3.57
0641
.348
319.
2167
58-4
8.89
12-4
.011
116.
0092
574.
6770
42-0
.091
96-0
.170
6-0
.019
150.
0104
5412
/10/
2009
16:
06-1
24.8
4745
.272
0811
.743
09-3
54.6
5149
2.70
6358
.491
89-6
45.3
1969
5.32
4292
.542
66-2
05.6
8439
4.15
4641
.406
039.
0876
01-4
9.06
38-4
.014
115.
9819
364.
5933
84-0
.095
85-0
.178
1-0
.015
320.
0112
3612
/10/
2009
16:
07-1
24.7
4745
.213
8211
.732
18-3
54.4
6149
2.39
0158
.456
94-6
44.7
9169
4.83
9692
.472
81-2
05.9
0139
4.55
5541
.448
658.
9879
68-4
9.18
38-4
.015
525.
9663
244.
5287
4-0
.099
23-0
.174
35-0
.024
890.
0103
1712
/10/
2009
16:
08-1
24.6
6245
.111
8611
.719
24-3
54.3
0549
1.98
5858
.418
23-6
44.3
2669
4.35
0992
.406
98-2
06.0
6839
4.84
8641
.480
48.
8828
02-4
9.28
51-4
.015
255.
9272
944.
4621
96-0
.101
13-0
.198
72-0
.040
210.
0109
4212
/10/
2009
16:
09-1
24.6
6745
.095
4811
.718
48-3
54.0
8949
1.80
3758
.390
78-6
43.9
4169
3.96
92.3
5337
-206
.201
395.
0887
41.5
0617
8.81
4538
-49.
2926
-4.0
1106
5.92
9246
4.42
4171
-0.1
0389
-0.1
8372
-0.0
2106
0.01
1228
12/1
0/20
09 1
6:10
-124
.592
45.0
4632
11.7
0993
-353
.956
491.
6736
58.3
7263
-643
.683
693.
6625
92.3
1505
-206
.307
395.
3045
41.5
2841
8.74
8119
-49.
3583
-4.0
115.
9097
314.
3709
37-0
.106
22-0
.191
22-0
.024
890.
0114
8112
/10/
2009
16:
11-1
24.4
9844
.951
6511
.696
88-3
53.8
4949
1.52
5558
.354
97-6
43.4
7769
3.43
9592
.285
45-2
06.4
339
5.44
2941
.546
428.
6890
81-4
9.42
77-4
.011
725.
8843
624.
3100
98-0
.108
67-0
.189
34-0
.036
380.
0105
5912
/10/
2009
16:
12-1
24.4
5544
.917
0611
.691
54-3
53.7
5449
1.37
5458
.338
1-6
43.2
9469
3.22
4992
.258
-206
.524
395.
624
41.5
6542
8.63
0044
-49.
4615
-4.0
0997
5.87
4604
4.30
0592
-0.1
0865
-0.1
8934
-0.0
2489
0.01
1352
12/1
0/20
09 1
6:13
-124
.404
44.8
7155
11.6
8483
-353
.689
491.
2153
58.3
2252
-643
.107
693.
0273
92.2
3142
-206
.611
395.
7502
41.5
8014
8.58
0232
-49.
5084
-4.0
0977
5.86
6798
4.27
3975
-0.1
0995
-0.1
8372
-0.0
1532
0.01
1625
12/1
0/20
09 1
6:14
-133
.465
47.6
8328
12.5
0441
-395
.002
575.
1671
66.9
6936
-732
.046
800.
1542
105.
7656
-232
.03
446.
7638
46.8
5618
13.8
5765
-53.
7756
-4.6
6863
7.10
8072
6.09
7535
-0.0
6976
-0.1
6122
0.02
4891
0.01
2847
12/1
0/20
09 1
6:15
-139
.617
46.8
2537
12.8
6988
-413
.249
579.
8626
68.5
531
-755
.927
799.
3463
107.
3583
-244
.707
452.
5014
48.1
2732
14.6
6112
-54.
8456
-4.7
9795
7.44
186
5.81
4165
-0.1
1236
-0.1
5935
0.03
638
0.01
3511
12/1
0/20
09 1
6:16
-139
.534
46.5
6858
12.8
4639
-412
.28
579.
0028
68.4
2681
-753
.804
798.
1519
107.
1293
-245
.073
453.
486
48.2
2054
14.3
4526
-55.
0873
-4.7
9283
7.42
6244
5.60
4977
-0.1
2572
-0.1
481
0.04
5953
0.01
3395
12/1
0/20
09 1
6:17
-139
.447
46.3
5187
12.8
2543
-411
.658
578.
3952
68.3
4195
-752
.899
797.
4112
107.
0157
-245
.295
454.
0719
48.2
7629
14.1
31-5
5.22
78-4
.787
747.
4028
195.
4566
48-0
.134
34-0
.146
230.
0344
650.
0124
7312
/10/
2009
16:
18-1
39.4
5446
.384
6512
.828
18-4
11.4
657
7.97
2568
.299
15-7
52.0
9779
6.72
8810
6.91
32-2
45.4
6945
4.47
2848
.315
9813
.975
85-5
5.32
9-4
.784
017.
3793
955.
3349
46-0
.141
13-0
.151
850.
0363
80.
0129
9312
/10/
2009
16:
19-1
39.4
5646
.313
6212
.823
4-4
11.3
2857
7.56
2168
.261
66-7
51.5
1879
6.29
2710
6.84
31-2
45.6
1345
4.78
5348
.347
5113
.822
56-5
5.42
08-4
.779
777.
3481
635.
2170
49-0
.147
11-0
.161
220.
0191
470.
0124
5112
/10/
2009
16:
20-1
39.4
9346
.098
7412
.811
14-4
11.1
7457
7.10
768
.219
6-7
51.0
3679
5.85
8710
6.77
99-2
45.7
3845
4.99
0948
.370
3313
.698
82-5
5.49
57-4
.776
47.
3325
475.
1390
87-0
.151
41-0
.153
730.
0325
50.
0128
5812
/10/
2009
16:
21-1
39.4
5846
.080
5312
.807
43-4
10.9
5557
6.94
2468
.193
13-7
50.6
6679
5.56
9510
6.73
44-2
45.8
5445
5.18
8348
.391
9713
.571
39-5
5.56
32-4
.772
267.
3110
755.
0668
3-0
.154
92-0
.164
970.
0287
210.
0133
712
/10/
2009
16:
22-1
39.4
3546
.013
1512
.801
19-4
10.8
0957
6.70
8868
.166
92-7
50.2
9179
5.31
4710
6.69
09-2
45.9
4245
5.36
9248
.410
5313
.484
59-5
5.61
-4.7
695
7.29
1555
5.00
4082
-0.1
579
-0.1
631
0.02
4891
0.01
2977
12/1
0/20
09 1
6:23
-139
.569
45.8
8933
12.8
0195
-410
.968
576.
3411
68.1
5253
-750
.174
794.
9823
106.
6599
-246
.12
455.
4021
48.4
2507
13.3
4054
-55.
6812
-4.7
6447
7.25
642
4.90
901
-0.1
6204
-0.1
6872
0.01
5318
0.01
2704
12/1
0/20
09 1
6:24
-139
.671
45.8
1103
12.8
0353
-410
.958
576.
1461
68.1
3838
-750
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794.
8204
106.
6393
-246
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455.
5296
48.4
403
13.2
519
-55.
743
-4.7
6262
7.23
1044
4.85
9573
-0.1
637
-0.1
781
0.01
1488
0.01
3087
12/1
0/20
09 1
6:25
-139
.648
45.7
5094
12.7
9779
-410
.809
576.
0648
68.1
2247
-749
.872
794.
6715
106.
6176
-246
.292
455.
6633
48.4
5499
13.1
7988
-55.
773
-4.7
5972
7.22
3236
4.80
063
-0.1
6723
-0.1
7997
0.01
3403
0.01
3348
12/1
0/20
09 1
6:26
-139
.809
45.8
8933
12.8
1849
-410
.89
576.
1237
68.1
3215
-749
.644
794.
7297
106.
6059
-246
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455.
8915
48.4
6941
13.1
4849
-55.
8048
-4.7
5975
7.23
8852
4.80
2532
-0.1
6818
-0.1
7435
0.01
7232
0.01
3224
12/1
0/20
09 1
6:27
-139
.582
45.8
3288
12.7
9892
-410
.547
575.
9755
68.0
9821
-749
.365
794.
6045
106.
578
-246
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456.
0273
48.4
8194
13.0
9678
-55.
8329
-4.7
5812
7.24
0804
4.77
5912
-0.1
7015
-0.1
6872
0.01
5318
0.01
2704
12/1
0/20
09 1
6:28
-139
.632
45.7
9829
12.7
9996
-410
.623
575.
7927
68.0
9086
-749
.244
794.
4858
106.
5615
-246
.373
456.
128
48.4
9266
13.0
4692
-55.
8723
-4.7
5739
7.23
694.
7435
89-0
.172
11-0
.172
470.
0076
590.
0124
3412
/10/
2009
16:
29-1
39.6
8145
.745
4812
.799
74-4
10.6
9857
5.60
1768
.082
83-7
49.0
6179
4.39
310
6.54
24-2
46.4
3545
6.19
848
.501
7312
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14-5
5.89
29-4
.754
487.
2329
964.
7283
78-0
.172
89-0
.164
970.
0191
470.
0127
112
/10/
2009
16:
30-1
39.6
3245
.616
212
.787
39-4
10.6
0157
5.43
5268
.064
7-7
48.9
7979
4.30
8810
6.53
09-2
46.4
8645
6.32
1448
.513
7712
.939
82-5
5.84
79-4
.748
327.
2349
484.
7150
69-0
.173
94-0
.168
720.
0268
060.
0134
9712
/10/
2009
16:
31-1
40.1
5942
.221
6312
.589
45-4
08.0
1656
1.95
2666
.955
57-7
48.7
6979
3.97
6510
6.49
35-2
46.5
6345
6.35
0248
.521
112
.880
73-5
5.88
16-4
.746
577.
2349
484.
6751
41-0
.176
7-0
.161
220.
0191
470.
0124
5112
/10/
2009
16:
32-1
45.9
3343
.655
613
.087
04-4
30.9
623.
7308
72.7
9968
-801
.68
886.
9593
116.
5644
-258
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495.
4038
52.0
4656
16.2
3706
-58.
8855
-5.1
856
7.91
0368
6.40
7547
-0.1
0374
-0.1
4248
0.08
2333
0.01
5518
12/1
0/20
09 1
6:33
-157
.56
41.5
1755
13.7
4203
-466
.955
655.
5652
77.4
8596
-869
.957
912.
0383
123.
0086
-283
.187
511.
8673
54.8
8143
20.0
3769
-60.
5926
-5.5
6579
8.96
0757
6.63
3887
-0.1
6062
-0.1
0686
0.10
148
0.01
4381
12/1
0/20
09 1
6:34
-157
.546
41.2
4286
13.7
221
-465
.342
655.
0752
77.3
4078
-867
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909.
8985
122.
6696
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512.
7455
54.9
8213
19.8
4352
-60.
8303
-5.5
688
8.98
6141
6.43
6077
-0.1
7603
-0.0
9748
0.11
4884
0.01
4659
12/1
0/20
09 1
6:35
-157
.516
41.0
5368
13.7
0696
-464
.603
654.
513
77.2
5097
-865
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908.
7322
122.
4859
-284
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513.
223
55.0
3688
19.6
8264
-60.
9575
-5.5
6648
8.97
2472
6.29
1528
-0.1
8506
-0.1
0311
0.11
6798
0.01
518
12/1
0/20
09 1
6:36
-157
.507
40.9
2817
13.6
9769
-464
.009
654.
0601
77.1
7873
-864
.603
907.
8757
122.
3517
-284
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513.
6528
55.0
8243
19.5
3841
-61.
0492
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6285
8.95
8804
6.13
367
-0.1
9501
-0.1
1248
0.10
9139
0.01
5298
12/1
0/20
09 1
6:37
-157
.540
.835
413
.690
8-4
63.6
265
3.73
8977
.129
7-8
63.5
990
7.31
3612
2.24
29-2
84.4
9651
3.97
2655
.117
1419
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83-6
1.11
47-5
.558
568.
9451
366.
0404
79-0
.200
5-0
.110
610.
1072
250.
0150
3712
/10/
2009
16:
38-1
57.5
0240
.762
6413
.685
9-4
63.3
2265
3.47
7577
.091
1-8
62.9
1490
6.81
312
2.16
17-2
84.6
5351
4.19
4855
.143
3119
.312
83-6
1.18
02-5
.556
328.
9353
735.
9244
68-0
.207
84-0
.110
610.
1033
950.
0147
7212
/10/
2009
16:
39-1
57.5
40.6
8625
13.6
805
-463
.123
653.
2325
77.0
6042
-862
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906.
3849
122.
0967
-284
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514.
3983
55.1
6662
19.2
1853
-61.
2289
-5.5
5317
8.92
7563
5.85
9808
-0.2
1176
-0.1
1061
0.11
4884
0.01
5565
12/1
0/20
09 1
6:40
-157
.472
40.6
135
13.6
7353
-462
.876
653.
0802
77.0
3285
-861
.892
906.
016
122.
0361
-284
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514.
5644
55.1
8699
19.1
2978
-61.
2775
-5.5
504
8.93
1468
5.79
705
-0.2
1636
-0.0
9936
0.12
0628
0.01
5185
12/1
0/20
09 1
6:41
-157
.456
40.5
4074
13.6
6741
-462
.756
652.
7962
77.0
05-8
61.4
6690
5.72
4112
1.98
66-2
85.0
3551
4.68
4955
.203
4919
.059
52-6
1.31
31-5
.548
018.
9256
115.
7247
84-0
.220
95-0
.099
360.
1282
870.
0157
1412
/10/
2009
16:
42-1
57.4
4740
.473
4513
.662
15-4
62.6
9165
2.57
876
.985
42-8
61.1
5790
5.45
8512
1.94
69-2
85.1
5351
4.80
5355
.219
9918
.983
72-6
1.35
42-5
.545
618.
9060
855.
6620
27-0
.223
93-0
.110
610.
1302
020.
0166
2312
/10/
2009
16:
43-1
57.4
540
.718
9913
.679
35-4
62.5
865
6.50
0277
.248
49-8
60.8
6991
4.50
1912
2.55
13-2
85.2
4451
8.47
6255
.479
6418
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7-6
1.57
32-5
.556
518.
9080
375.
8502
99-0
.211
07-0
.112
480.
1148
840.
0156
9512
/10/
2009
16:
44-1
74.0
6340
.533
4714
.813
27-5
22.4
6874
7.71
3487
.678
8-9
85.2
1028
.156
138.
9791
-320
.222
569.
6244
61.4
2482
26.2
7382
-65.
329
-6.3
2321
10.6
3438
8.02
2579
-0.1
8029
-0.0
3374
0.22
4025
0.01
7794
12/1
0/20
09 1
6:45
-174
.543
40.0
4969
14.8
1306
-520
.568
749.
5309
87.6
7315
-981
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1024
.53
138.
4569
-322
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570.
7603
61.6
2729
26.1
1458
-65.
6337
-6.3
3325
10.7
0274
7.73
7201
-0.2
0471
-0.0
3562
0.21
8281
0.01
7526
12/1
0/20
09 1
6:46
-174
.461
39.9
0966
14.7
9768
-519
.576
748.
985
87.5
6698
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1022
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138.
1552
-322
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571.
2236
61.7
0411
25.8
6091
-65.
7739
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2542
10.6
7931
7.47
0862
-0.2
2147
-0.0
5249
0.20
6792
0.01
7898
12/1
0/20
09 1
6:47
-174
.649
39.8
3873
14.8
0579
-518
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748.
4872
87.4
8759
-977
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1021
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137.
9954
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571.
5443
61.7
4879
25.7
0539
-65.
8562
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2037
10.6
9298
7.28
0628
-0.2
3555
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4687
0.21
6366
0.01
8171
12/1
0/20
09 1
6:48
-174
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39.7
1507
14.7
9482
-518
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748.
1881
87.4
3358
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1020
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137.
8646
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571.
7958
61.7
8344
25.5
5727
-65.
9216
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1466
10.6
9298
7.14
9371
-0.2
4461
-0.0
5062
0.21
2537
0.01
8165
12/1
0/20
09 1
6:49
-174
.672
39.4
2049
14.7
785
-518
.212
747.
8326
87.3
9325
-976
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1019
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137.
772
-323
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571.
8398
61.8
1116
25.3
7399
-66.
0095
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0807
10.6
461
6.93
2519
-0.2
5634
-0.0
6749
0.19
5304
0.01
814
12/1
0/20
09 1
6:50
-174
.735
39.4
2412
14.7
8312
-517
.895
747.
3788
87.3
4001
-975
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1019
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137.
651
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572.
0516
61.8
3698
25.2
5365
-66.
0562
-6.3
0299
10.6
3634
6.80
3173
-0.2
646
-0.0
6561
0.19
5304
0.01
8011
12/1
0/20
09 1
6:51
-174
.72
39.3
1502
14.7
745
-517
.724
747.
0233
87.3
0368
-974
.109
1018
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137.
5495
-323
.94
572.
1417
61.8
5524
25.1
5368
-66.
103
-6.2
9932
10.6
422
6.74
4208
-0.2
6907
-0.0
5812
0.20
1048
0.01
789
6A1
6B1
6A2
6B2
6A3
6B3
6A4
6B4
6A6
6B6
6A6
6B6
6A7
6B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
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Mom
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Com
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Mom
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Com
p.Te
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Mom
ent
TSSt
rain
Stra
in(k
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Stra
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rain
(k*f
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Stra
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Stra
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Stra
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Stra
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196
12/1
0/20
09 1
6:52
-174
.596
39.5
405
14.7
8156
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746.
8853
87.2
7213
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1018
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137.
4815
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572.
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116
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969
10.6
5977
6.69
4754
-0.2
737
-0.0
6187
0.20
8707
0.01
8677
12/1
0/20
09 1
6:53
-174
.554
39.2
9866
14.7
6195
-517
.205
746.
5549
87.2
3553
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1017
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137.
4141
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572.
5044
61.8
9124
25.0
3706
-66.
1403
-6.2
9385
10.6
7149
6.62
4377
-0.2
7937
-0.0
5249
0.21
0622
0.01
8162
12/1
0/20
09 1
6:54
-174
.589
39.1
8774
14.7
5672
-517
.082
746.
1284
87.1
9763
-972
.448
1017
.452
137.
36-3
24.2
357
2.58
8361
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0924
.957
45-6
6.17
21-6
.290
5410
.663
686.
5501
97-0
.283
95-0
.058
120.
2106
220.
0185
5112
/10/
2009
16:
55-1
74.5
9339
.269
5614
.762
61-5
16.9
1574
6.26
0187
.195
15-9
72.1
1810
17.4
1913
7.33
49-3
24.3
257
2.73
361
.922
2824
.914
88-6
6.19
08-6
.288
910
.671
496.
5064
51-0
.287
51-0
.052
490.
2182
810.
0186
9112
/10/
2009
16:
56-1
74.5
5639
.258
6514
.759
31-5
16.7
3174
6.05
187
.168
04-9
71.8
8510
17.2
0713
7.30
42-3
24.4
3257
2.83
5761
.937
1224
.853
79-6
6.21
14-6
.286
110
.671
496.
4531
95-0
.291
18-0
.054
370.
2144
510.
0185
5612
/10/
2009
16:
57-1
74.5
2639
.140
4714
.749
08-5
16.5
774
5.71
2487
.133
53-9
71.4
710
16.8
513
7.25
09-3
24.5
2957
2.88
1861
.946
9824
.792
7-6
6.23
57-6
.283
5610
.663
686.
4018
41-0
.294
19-0
.056
240.
2182
810.
0189
512
/10/
2009
16:
58-1
74.6
2639
.105
9214
.753
62-5
16.7
2974
5.50
9687
.130
55-9
71.3
6810
16.6
9613
7.23
32-3
24.6
3657
2.93
8461
.958
2724
.737
17-6
6.26
56-6
.281
7910
.659
776.
3181
55-0
.299
7-0
.059
990.
2087
070.
0185
4812
/10/
2009
16:
59-1
74.6
6139
.082
2814
.754
42-5
16.6
1274
5.22
3287
.102
66-9
71.0
2110
16.5
2813
7.19
77-3
24.7
257
3.01
1861
.969
1824
.687
19-6
6.27
87-6
.279
2410
.659
776.
2934
3-0
.301
4-0
.052
490.
2182
810.
0186
9112
/10/
2009
17:
00-1
89.2
5240
.586
2115
.865
4-5
75.8
1283
7.72
7897
.574
65-1
096.
4111
35.8
8815
4.09
25-3
55.5
5162
8.33
3167
.916
1332
.681
17-6
9.77
5-7
.072
412
.357
378.
9644
4-0
.234
210.
0318
70.
3350
840.
0209
312
/10/
2009
17:
01-1
93.5
1440
.488
16.1
5281
-581
.154
841.
3363
98.1
9246
-110
5.52
1134
.454
154.
6222
-362
.674
595.
2184
66.1
2196
33.4
5255
-71.
2598
-7.2
2815
12.6
231
8.84
646
-0.2
607
0.03
7495
0.34
6573
0.02
1335
12/1
0/20
09 1
7:02
-194
.439
40.6
2623
16.2
2624
-582
.565
842.
7293
98.3
8606
-110
7.44
1134
.973
154.
7908
-366
.975
600.
1886
66.7
6189
33.5
0447
-71.
835
-7.2
7143
12.6
6609
8.68
8523
-0.2
7457
0.02
0622
0.33
8914
0.02
1971
12/1
0/20
09 1
7:03
-194
.336
40.4
1888
16.2
0479
-580
.715
841.
1961
98.1
5252
-110
3.96
1132
.936
154.
4101
-367
.357
600.
4603
66.8
0707
33.3
3572
-72.
0609
-7.2
7538
12.6
9735
8.53
63-0
.287
230.
0337
450.
3580
620.
0223
8712
/10/
2009
17:
04-1
94.2
2740
.258
8316
.186
24-5
79.8
1184
0.17
598
.019
62-1
101.
9811
31.5
3615
4.17
66-3
67.5
9560
0.61
466
.834
0833
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94-7
2.19
53-7
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812
.697
358.
3935
94-0
.297
080.
0337
450.
3580
620.
0223
8712
/10/
2009
17:
05-1
94.2
2740
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616
.172
56-5
78.1
2484
0.64
4197
.935
57-1
100.
4411
30.4
7515
3.99
66-3
67.7
5460
0.70
8866
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5933
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26-7
2.30
36-7
.274
0912
.695
398.
2508
93-0
.306
80.
0356
20.
3561
470.
0221
2612
/10/
2009
17:
06-1
94.2
4139
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9316
.163
61-5
77.4
8384
0.13
2597
.855
96-1
099.
2111
29.6
3415
3.85
41-3
67.8
8460
0.80
1566
.866
9532
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55-7
2.37
83-7
.272
8412
.681
728.
1005
85-0
.316
230.
0243
710.
3523
180.
0226
3812
/10/
2009
17:
07-1
94.2
4839
.886
0116
.161
96-5
77.0
8883
9.51
6997
.786
23-1
098.
3711
28.9
4715
3.74
86-3
67.9
9660
0.87
3166
.879
6832
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4-7
2.44
74-7
.271
5912
.681
727.
9978
45-0
.323
320.
0262
460.
3542
320.
0226
412
/10/
2009
17:
08-1
94.2
4839
.785
9916
.155
05-5
76.6
6283
9.05
6397
.725
01-1
097.
0411
28.3
5915
3.61
6-3
68.0
9960
0.94
2666
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5532
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38-7
2.49
22-7
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4412
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867.
8855
95-0
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660.
0299
960.
3599
770.
0227
7812
/10/
2009
17:
09-1
94.2
4839
.693
2516
.148
65-5
76.3
483
8.67
97.6
7613
-109
6.15
1127
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153.
5219
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601.
0142
66.9
0286
32.7
3679
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5482
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6767
12.6
6413
7.78
6665
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3668
0.02
2497
0.34
4658
0.02
2238
12/1
0/20
09 1
7:10
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39.6
1142
16.1
4252
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838.
2244
97.6
2742
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5.44
1127
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153.
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601.
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66.9
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32.6
6633
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5725
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6448
12.6
6218
7.71
2469
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4167
0.02
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0.35
9977
0.02
2908
12/1
0/20
09 1
7:11
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39.5
2777
16.1
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8657
97.5
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66.9
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32.6
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12.6
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7.67
8224
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0.02
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0.36
3807
0.02
3301
12/1
0/20
09 1
7:12
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39.4
3503
16.1
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837.
3501
97.5
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601.
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66.9
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32.5
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12.6
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7.57
5493
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0.02
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0.35
4232
0.02
277
12/1
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09 1
7:13
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39.3
3139
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9109
97.5
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5864
12.6
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7.50
5105
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5491
0.02
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0.35
2318
0.02
2767
12/1
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09 1
7:14
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39.2
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836.
4547
97.4
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601.
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66.9
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32.4
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12.6
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7.45
7545
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0.03
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0.36
7636
0.02
3048
12/1
0/20
09 1
7:15
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46.3
2455
17.1
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862.
2233
100.
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4.63
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609.
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33.5
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7025
12.8
7125
7.80
9495
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0.03
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0.38
487
0.02
4108
12/1
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09 1
7:16
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44.8
6063
17.1
6169
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859.
3076
100.
2452
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67.8
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33.7
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12.9
1424
7.77
7153
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0.05
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0.39
2529
0.02
3084
12/1
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09 1
7:17
-203
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46.1
5155
17.2
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862.
7496
100.
3866
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1.46
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157.
2906
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610.
586
67.9
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33.6
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4275
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9301
12.9
201
7.82
2812
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5186
0.05
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0.38
2955
0.02
2941
12/1
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09 1
7:18
-211
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49.7
1118
18.0
5237
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872.
9031
101.
9509
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1165
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159.
1428
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614.
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68.4
8013
34.4
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7728
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7382
13.0
901
7.97
6917
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5296
0.06
1866
0.40
9763
0.02
4015
12/1
0/20
09 1
7:19
-210
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47.7
5797
17.8
3632
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869.
4962
101.
5191
-113
6.81
1163
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158.
7563
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614.
1247
68.5
0526
34.4
7074
-73.
8512
-7.4
7731
13.0
862
7.91
7938
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5676
0.05
9992
0.40
4018
0.02
3748
12/1
0/20
09 1
7:20
-210
.449
47.0
7125
17.7
7627
-599
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867.
9906
101.
3162
-113
4.9
1162
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158.
552
-378
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4.24
7168
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9434
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06-7
3.90
34-7
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8713
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877.
8989
13-0
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010.
0693
650.
4135
930.
0237
6212
/10/
2009
17:
21-2
10.4
2346
.574
0417
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14-5
98.6
3586
6.44
0610
1.13
21-1
133.
8311
61.2
2815
8.42
43-3
78.7
0261
4.37
7968
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8634
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67-7
3.95
01-7
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7813
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157.
8285
2-0
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060.
0637
410.
4059
330.
0236
2112
/10/
2009
17:
22-2
10.4
6146
.377
3617
.729
21-5
98.0
5986
5.55
610
1.03
12-1
132.
9211
60.5
9315
8.31
79-3
78.8
6361
4.45
668
.567
4234
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29-7
3.99
86-7
.480
8313
.099
877.
7866
65-0
.366
760.
0637
410.
4021
040.
0233
5712
/10/
2009
17:
23-1
88.3
1333
.728
8315
.327
24-5
33.5
9278
7.83
3991
.216
16-1
013.
4710
63.5
9314
3.37
65-3
61.8
6858
7.00
8765
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6328
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16-7
2.19
91-6
.976
1812
.027
195.
4471
4-0
.454
210.
0412
440.
3848
70.
0237
212
/10/
2009
17:
24-1
17.5
221
.859
299.
6211
69-2
99.9
5244
2.73
8351
.266
84-5
11.9
9860
7.28
1177
.262
27-2
29.0
2240
1.80
6943
.545
22-8
.728
45-5
4.48
58-3
.158
570.
2144
31-1
4.37
3-1
.006
95-0
.736
71-0
.457
590.
0192
6712
/10/
2009
17:
25-1
17.7
5221
.953
499.
6436
78-3
00.5
244
3.54
7651
.361
92-5
12.5
860
7.81
7577
.339
46-2
27.9
5540
0.86
9743
.406
89-9
.213
71-5
4.18
23-3
.104
12-0
.089
67-1
4.89
2-1
.021
78-0
.787
32-0
.505
460.
0194
5712
/10/
2009
17:
26-1
17.8
7221
.984
289.
6540
52-3
00.7
8844
4.05
7551
.415
6-5
13.0
0760
8.11
0877
.389
15-2
27.5
0840
0.40
3143
.343
84-9
.406
7-5
4.01
92-3
.079
54-0
.302
14-1
5.20
26-1
.028
56-0
.826
69-0
.536
090.
0200
5912
/10/
2009
17:
27-1
17.9
2921
.993
349.
6586
17-3
00.9
1244
4.36
151
.445
15-5
13.2
8460
8.32
0477
.422
76-2
27.2
4740
0.12
43.3
0624
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6292
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5131
-2.8
9576
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074
-18.
1487
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2466
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4356
-0.6
3373
0.01
4484
12/1
0/20
09 1
7:28
-84.
8835
17.7
5996
7.08
5333
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.167
296.
7725
34.9
9333
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400.
5298
49.8
4358
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318.
8654
33.8
8093
-21.
8828
-47.
6623
-1.7
7952
-5.8
7208
-23.
2965
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0278
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8535
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1515
0.01
1749
12/1
0/20
09 1
7:29
-85.
0111
17.8
6674
7.10
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-210
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297.
118
35.0
4196
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400.
6876
49.8
5781
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318.
0561
33.7
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1431
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4597
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4757
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323
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7371
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0833
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3221
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5726
0.01
2076
12/1
0/20
09 1
7:30
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0794
17.8
9389
7.10
8097
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297.
3573
35.0
7641
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400.
8717
49.8
8113
-170
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317.
6324
33.7
19-2
2.28
61-4
7.35
08-1
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18-6
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89-2
4.01
5-1
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8-1
.158
45-0
.984
070.
0120
37
6A1
6B1
6A2
6B2
6A3
6B3
6A4
6B4
6A6
6B6
6A6
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6A7
6B7
Com
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197
12/1
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09 1
4:14
00
00
00
00
00
00
00
00
00
00
012
/10/
2009
14:
140.
7377
33-3
.254
31-0
.275
56-2
.154
27-1
.446
260.
0488
73-2
.890
66-0
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570.
1479
35-1
.645
95-0
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890.
0470
12-0
.449
04-0
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550.
0009
31-0
.207
06-0
.140
520.
0045
93-0
.063
69-0
.066
68-0
.000
2112
/10/
2009
14:
150.
7226
76-3
.269
26-0
.275
56-2
.206
43-1
.419
720.
0543
06-2
.941
91-0
.749
480.
1513
4-1
.664
17-0
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960.
0484
03-0
.463
82-0
.446
670.
0011
84-0
.210
9-0
.131
030.
0055
13-0
.057
9-0
.064
83-0
.000
4812
/10/
2009
14:
160.
7640
82-3
.196
38-0
.273
39-2
.165
44-1
.336
330.
0572
32-2
.832
1-0
.686
230.
1481
26-1
.576
69-0
.924
370.
0450
29-0
.423
17-0
.409
610.
0009
36-0
.189
81-0
.125
330.
0044
51-0
.057
9-0
.061
13-0
.000
2212
/10/
2009
14:
170.
7847
85-3
.188
91-0
.274
3-2
.184
08-1
.410
250.
0534
16-2
.844
91-0
.691
980.
1486
14-1
.574
87-0
.941
740.
0437
04-0
.425
02-0
.407
750.
0011
92-0
.187
89-0
.117
730.
0048
43-0
.061
76-0
.062
98-8
.4E-
0512
/10/
2009
14:
180.
7320
86-3
.258
05-0
.275
43-2
.253
01-1
.374
240.
0606
61-2
.874
19-0
.707
320.
1495
76-1
.593
1-0
.949
460.
0444
3-0
.428
71-0
.415
170.
0009
35-0
.193
64-0
.121
530.
0049
78-0
.054
04-0
.062
98-0
.000
6212
/10/
2009
14:
190.
7132
65-3
.314
1-0
.278
-2.3
3871
-1.4
292
0.06
2783
-2.9
6021
-0.7
8015
0.15
0486
-1.7
0426
-1.0
112
0.04
7841
-0.4
6382
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5223
0.00
08-0
.216
65-0
.138
620.
0053
86-0
.077
2-0
.068
530.
0005
9812
/10/
2009
14:
200.
7810
21-3
.304
76-0
.282
04-2
.336
85-1
.493
640.
0582
06-3
.002
3-0
.799
320.
1520
69-1
.680
57-1
.022
780.
0454
06-0
.473
06-0
.455
940.
0011
82-0
.216
65-0
.142
420.
0051
24-0
.069
48-0
.070
39-6
.3E-
0512
/10/
2009
14:
210.
7716
11-3
.443
03-0
.290
93-2
.422
55-1
.561
860.
0594
12-3
.102
95-0
.810
820.
1582
23-1
.744
36-1
.028
570.
0494
1-0
.480
45-0
.470
760.
0006
69-0
.228
15-0
.146
220.
0056
56-0
.065
62-0
.068
53-0
.000
212
/10/
2009
14:
220.
6549
2-3
.426
22-0
.281
72-2
.370
39-1
.461
420.
0627
45-2
.993
15-0
.755
230.
1544
8-1
.664
17-1
.001
550.
0457
39-0
.456
43-0
.437
410.
0013
13-0
.205
15-0
.132
930.
0049
85-0
.071
41-0
.068
530.
0001
9812
/10/
2009
14:
230.
7076
19-3
.364
55-0
.281
1-2
.428
14-1
.467
10.
0663
39-3
.011
45-0
.785
90.
1536
27-1
.680
57-1
.026
640.
0451
4-0
.463
82-0
.446
670.
0011
84-0
.212
81-0
.136
720.
0052
52-0
.071
41-0
.068
530.
0001
9812
/10/
2009
14:
240.
7151
47-3
.400
06-0
.284
07-2
.439
32-1
.489
850.
0655
41-3
.040
73-0
.799
320.
1547
22-1
.696
97-1
.044
010.
0450
74-0
.463
82-0
.448
530.
0010
56-0
.216
65-0
.138
620.
0053
86-0
.073
34-0
.064
830.
0005
8712
/10/
2009
14:
250.
7000
91-3
.431
82-0
.285
22-2
.487
76-1
.514
480.
0671
84-3
.073
67-0
.808
90.
1563
34-1
.724
31-1
.071
020.
0450
96-0
.480
45-0
.470
760.
0006
69-0
.222
4-0
.148
120.
0051
28-0
.063
69-0
.064
83-7
.9E-
0512
/10/
2009
14:
260.
3782
63-2
.974
01-0
.231
4-3
.456
43-0
.345
020.
2147
77-4
.191
7-0
.323
960.
2669
85-1
.957
57-1
.198
370.
0524
07-0
.563
6-0
.565
28-0
.000
12-0
.278
-0.1
842
0.00
6475
-0.0
8878
-0.0
778
0.00
0758
12/1
0/20
09 1
4:27
0.46
8598
-3.3
9071
-0.2
664
-2.9
982
-1.1
3733
0.12
8453
-3.5
9704
-0.5
9806
0.20
7015
-1.9
7397
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1926
0.05
9-0
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34-0
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510.
0004
02-0
.254
99-0
.165
210.
0061
98-0
.082
99-0
.075
940.
0004
8612
/10/
2009
14:
28-0
.436
57-2
.947
85-0
.173
35-4
.367
18-0
.216
110.
2865
43-4
.563
1-0
.249
20.
2977
83-2
.114
29-1
.217
660.
0618
93-0
.587
62-0
.576
40.
0007
74-0
.281
83-0
.184
20.
0067
4-0
.086
85-0
.081
50.
0003
6912
/10/
2009
14:
29-0
.415
87-2
.975
88-0
.176
71-4
.387
67-0
.229
380.
2870
41-4
.612
5-0
.241
530.
3017
22-2
.128
87-1
.225
380.
0623
66-0
.585
77-0
.583
820.
0001
35-0
.279
92-0
.186
090.
0064
76-0
.084
92-0
.083
350.
0001
0812
/10/
2009
14:
30-0
.412
1-3
.011
38-0
.179
42-4
.421
19-0
.246
440.
2881
77-4
.652
75-0
.253
030.
3037
06-2
.143
45-1
.235
030.
0627
07-0
.593
16-0
.587
520.
0003
89-0
.278
-0.1
9559
0.00
5689
-0.0
7913
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8891
-0.0
0068
12/1
0/20
09 1
4:31
-0.3
9141
-3.0
5063
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8356
-4.4
305
-0.2
7109
0.28
7118
-4.6
7653
-0.2
5303
0.30
5348
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6167
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4468
0.06
3299
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0425
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8752
0.00
1155
-0.2
9142
-0.1
9559
0.00
6615
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8492
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8891
-0.0
0028
12/1
0/20
09 1
4:32
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5754
-3.1
0295
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8951
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3795
-0.2
9763
0.28
5801
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4056
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6645
0.30
8841
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2362
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7362
0.06
5577
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1349
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0976
0.00
0257
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9909
-0.2
0129
0.00
6751
-0.0
8492
-0.0
8521
-2E-
0512
/10/
2009
14:
33-0
.176
89-3
.198
25-0
.208
56-4
.162
32-0
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620.
2517
27-4
.506
39-0
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540.
2880
46-2
.147
09-1
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240.
0633
58-0
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4-0
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520.
0010
27-0
.283
75-0
.191
790.
0063
48-0
.088
78-0
.105
58-0
.001
1612
/10/
2009
14:
34-1
1.68
387.
2208
971.
3049
66-3
5.39
1432
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524.
7204
47-4
0.47
8427
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244.
7049
62-1
2.69
348.
5973
581.
4696
72-1
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75-1
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380.
0043
74-0
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39-0
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350.
0067
68-0
.150
54-0
.157
44-0
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4812
/10/
2009
14:
35-1
1.16
196.
8632
551.
2442
49-3
4.94
3632
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684.
6592
4-4
0.65
2727
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894.
7249
75-1
3.16
618.
9743
351.
5283
25-1
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39-1
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520.
0073
08-0
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06-0
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050.
0069
04-0
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89-0
.155
59-0
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0212
/10/
2009
14:
36-1
1.01
926.
6385
721.
2188
89-3
4.78
8132
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664.
6313
89-4
0.75
827
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444.
7349
04-1
3.35
889.
1386
681.
5529
71-1
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48-1
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940.
0075
61-0
.536
81-0
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840.
0070
39-0
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19-0
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36.
14E-
0512
/10/
2009
14:
37-1
0.88
46.
4794
271.
1985
71-3
4.61
7932
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94.
6050
17-4
0.73
9827
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324.
7393
72-1
3.43
889.
2353
361.
5651
65-1
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56-1
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940.
0083
27-0
.538
73-0
.436
740.
0070
4-0
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12-0
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30.
0001
9512
/10/
2009
14:
38-1
0.72
066.
3090
541.
1755
33-3
4.46
0531
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994.
5769
07-4
0.69
9927
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834.
7265
04-1
3.49
79.
2836
711.
5725
17-1
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26-1
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640.
0083
26-0
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56-0
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540.
0070
43-0
.162
12-0
.159
30.
0001
9512
/10/
2009
14:
39-1
0.64
556.
1836
191.
1616
9-3
4.39
5831
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424.
5661
15-4
0.73
4427
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614.
7292
84-1
3.57
529.
3184
721.
5803
15-1
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27-1
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030.
0085
77-0
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15-0
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130.
0071
8-0
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05-0
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440.
0004
5612
/10/
2009
14:
40-1
0.61
176.
1536
641.
1572
89-3
4.38
2831
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354.
5639
03-4
0.79
4327
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514.
7372
77-1
3.63
339.
3552
071.
5868
66-1
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66-1
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320.
0093
43-0
.554
07-0
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730.
0067
88-0
.164
05-0
.159
30.
0003
2812
/10/
2009
14:
41-1
0.55
356.
0619
31.
1469
38-3
4.36
4331
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614.
5551
2-4
0.85
2427
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894.
7387
59-1
3.69
519.
3745
421.
5924
67-1
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9-1
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440.
0092
13-0
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82-0
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730.
0071
85-0
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05-0
.159
30.
0003
2812
/10/
2009
14:
42-1
0.50
476.
0488
261.
1426
63-3
4.29
9531
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724.
5490
68-4
0.82
6927
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164.
7383
35-1
3.71
889.
4228
781.
5974
35-1
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05-1
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730.
0093
41-0
.557
9-0
.453
830.
0071
84-0
.162
12-0
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590.
0004
512
/10/
2009
14:
43-1
0.47
275.
9627
11.
1345
15-3
4.26
4331
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574.
5368
97-4
0.85
4227
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984.
7368
89-1
3.75
889.
4325
451.
6008
63-1
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29-1
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880.
0101
07-0
.554
07-0
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030.
0071
81-0
.162
12-0
.159
30.
0001
9512
/10/
2009
14:
44-8
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323.
3855
40.
7907
82-2
7.45
1824
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993.
5558
56-3
3.58
7321
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73.
8120
32-1
2.19
77.
7081
841.
3740
29-1
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66-1
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080.
0108
78-0
.544
48-0
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640.
0073
06-0
.158
26-0
.153
740.
0003
1212
/10/
2009
14:
45-1
1.16
6.58
8019
1.22
512
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8873
33.4
4857
4.78
6159
-42.
6963
29.2
2145
4.96
4382
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564
10.3
4328
1.71
9312
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9895
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2494
0.01
2012
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7707
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7852
0.00
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6598
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12/1
0/20
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4:46
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191
5.60
5158
1.09
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294
31.1
4965
4.51
7479
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3878
28.0
4553
4.79
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4168
10.1
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1.69
3933
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2667
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0.01
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8666
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8801
0.00
6809
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544
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6671
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12/1
0/20
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4:47
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5.35
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1.05
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6202
30.4
4015
4.42
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7543
27.5
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4.71
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3186
10.0
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1.67
8749
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359
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3606
0.01
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9049
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8801
0.00
7074
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544
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6485
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0072
12/1
0/20
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4:48
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7223
5.13
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1.02
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2351
29.9
0619
4.35
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3676
27.1
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4.66
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2459
9.89
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1.66
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5438
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0.01
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9049
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9371
0.00
6681
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6598
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7041
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0031
12/1
0/20
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4:49
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1258
4.97
0613
1.00
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8352
29.4
7143
4.30
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0227
26.8
853
4.61
8563
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1896
9.80
9583
1.65
6627
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5438
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7127
0.01
264
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975
0.00
6551
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6598
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6485
7.75
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12/1
0/20
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4:50
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3933
4.84
1468
0.99
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6278
29.1
8542
4.26
6881
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8538
26.6
8296
4.59
294
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1696
9.74
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1.65
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6731
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0.01
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9624
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9371
0.00
7078
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5633
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6856
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0084
12/1
0/20
09 1
4:51
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5856
4.74
7887
0.98
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4279
28.9
6616
4.23
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6505
26.5
3266
4.56
8527
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1368
9.69
9369
1.64
538
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7655
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6571
0.01
4554
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0583
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975
0.00
7477
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5826
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7411
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0109
12/1
0/20
09 1
4:52
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0597
4.65
4307
0.97
0561
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2927
28.7
5644
4.21
4135
-39.
5161
26.3
708
4.54
8078
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1259
9.65
2964
1.64
1424
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8579
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6941
0.01
4936
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0583
-0.4
956
0.00
7609
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6791
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6485
0.00
0211
12/1
0/20
09 1
4:53
-21.
1203
24.7
5417
3.16
6651
-68.
917
96.6
4492
11.4
285
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119.
8415
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45-5
2.27
979
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769.
1207
98-0
.397
31.
6461
820.
1410
590.
8686
030.
3095
4-0
.038
590.
0907
10.
2037
580.
0078
0412
/10/
2009
14:
54-2
6.52
5424
.472
323.
5203
02-8
7.35
7297
.566
3812
.765
01-1
39.7
4512
2.55
7518
.106
36-6
6.26
0983
.103
3310
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4-0
.234
691.
8074
930.
1409
691.
2674
810.
2791
55-0
.068
220.
1293
10.
2093
160.
0055
2312
/10/
2009
14:
55-2
6.32
5124
.164
173.
4852
05-8
6.93
9996
.799
4512
.683
26-1
39.2
1612
1.97
0818
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32-6
6.49
2883
.068
0410
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97-0
.330
781.
8130
560.
1479
861.
2617
280.
2658
61-0
.068
740.
1312
40.
2056
110.
0051
3412
/10/
2009
14:
56-2
6.05
5623
.919
923.
4497
37-8
6.50
9696
.279
8612
.617
7-1
38.7
3112
1.51
7517
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55-6
6.57
7282
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7410
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98-0
.404
691.
8037
850.
1524
481.
2559
740.
2449
72-0
.069
790.
1196
60.
2019
060.
0056
7712
/10/
2009
14:
57-2
5.96
3823
.831
623.
4373
1-8
6.35
496
.131
1412
.596
69-1
38.5
812
1.37
4217
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24-6
6.68
1582
.942
5710
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33-0
.469
361.
7870
970.
1557
61.
2367
970.
2316
78-0
.069
380.
1196
60.
2056
110.
0059
3312
/10/
2009
14:
58-2
5.90
3923
.773
383.
4291
54-8
6.28
4495
.984
3512
.581
75-1
38.5
3512
1.29
3817
.935
62-6
6.76
0682
.915
1210
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9-0
.506
321.
7759
720.
1575
431.
2329
620.
2240
82-0
.069
640.
1177
30.
2019
060.
0058
1112
/10/
2009
14:
59-2
6.01
4423
.737
683.
4343
14-8
6.27
8995
.926
4112
.577
37-1
38.5
0912
1.17
6117
.925
66-6
6.89
3582
.864
1510
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56-0
.565
451.
7574
30.
1603
451.
2137
840.
2107
89-0
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240.
1293
10.
1963
490.
0046
2812
/10/
2009
15:
00-2
5.99
23.6
7381
3.42
8225
-86.
4254
95.8
4336
12.5
8175
-138
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121.
1662
17.9
3724
-66.
9618
82.8
7199
10.3
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9132
1.75
1868
0.16
1747
1.20
8031
0.20
6991
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691
0.12
738
0.20
0054
0.00
5017
12/1
0/20
09 1
5:01
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9376
23.6
3999
3.42
2273
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4071
95.7
6032
12.5
7475
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121.
0976
17.9
3128
-67.
0211
82.8
5042
10.3
4542
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1164
1.74
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0.16
2766
1.20
9949
0.19
9395
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6976
0.12
352
0.20
0054
0.00
5283
12/1
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09 1
5:02
-26.
0893
23.4
5964
3.42
029
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5664
95.6
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12.5
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120.
8837
17.9
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1811
82.6
7791
10.3
4455
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8925
1.69
2535
0.16
4411
1.16
9676
0.17
4707
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6868
0.11
773
0.19
6349
0.00
5427
12/1
0/20
09 1
5:03
-26.
0443
23.3
9577
3.41
278
-86.
5334
95.4
3394
12.5
6095
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120.
7778
17.9
1705
-67.
2116
82.6
6418
10.3
4571
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1327
1.69
2535
0.16
6069
1.16
3923
0.16
901
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6868
0.11
580.
1889
390.
0050
4912
/10/
2009
15:
04-2
6.02
7523
.346
933.
4082
45-8
6.49
1395
.379
8712
.554
31-1
38.7
4712
0.75
0317
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7-6
7.24
7682
.660
2610
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92-0
.735
441.
6925
350.
1676
1.16
5841
0.16
5212
-0.0
6907
0.11
387
0.18
8939
0.00
5182
12/1
0/20
09 1
5:05
-25.
8777
23.4
4461
3.40
4651
-86.
3998
95.5
9423
12.5
6278
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120.
8445
17.9
1479
-67.
2781
82.7
9749
10.3
5951
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5761
1.72
9618
0.17
169
1.16
5841
0.18
6101
-0.0
6763
0.10
808
0.19
2644
0.00
5837
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Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
TAB
LE E
.8 S
train
gag
e m
easu
rem
ents
for p
ile 7
198
12/1
0/20
09 1
5:06
-25.
8272
23.4
0516
3.39
8438
-86.
2496
95.4
6097
12.5
4322
-138
.501
120.
819
17.9
0052
-67.
1793
82.7
9749
10.3
5268
-0.7
0957
1.73
8889
0.16
9014
1.18
6936
0.18
4202
-0.0
6922
0.10
808
0.19
2644
0.00
5837
12/1
0/20
09 1
5:07
-25.
7879
23.3
9389
3.39
4946
-86.
235
95.3
8952
12.5
3728
-138
.491
120.
7758
17.8
968
-67.
208
82.7
7593
10.3
5318
-0.7
1142
1.73
3326
0.16
8757
1.19
2689
0.18
2303
-0.0
6975
0.11
387
0.19
0792
0.00
531
12/1
0/20
09 1
5:08
-25.
7617
23.3
4317
3.38
9636
-86.
191
95.2
8524
12.5
2705
-138
.409
120.
6738
17.8
8412
-67.
2296
82.7
4652
10.3
5264
-0.7
3913
1.71
8493
0.16
9647
1.17
9265
0.18
0404
-0.0
6895
0.12
352
0.19
6349
0.00
5027
12/1
0/20
09 1
5:09
-28.
715
32.5
6789
4.23
0272
-94.
8749
129.
099
15.4
606
-158
.201
176.
7404
23.1
2051
-75.
6053
122.
0665
13.6
4501
0.20
8826
3.25
5826
0.21
033
1.84
8593
1.00
085
-0.0
5852
0.25
0903
0.59
8333
0.02
3983
12/1
0/20
09 1
5:10
-40.
1637
40.5
2002
5.56
9481
-134
.398
157.
798
20.1
6989
-233
.938
218.
7523
31.2
4856
-109
.41
146.
1243
17.6
3916
2.77
8304
4.07
9397
0.08
9813
3.50
0225
1.23
4473
-0.1
564
0.49
9888
0.73
7275
0.01
6387
12/1
0/20
09 1
5:11
-39.
9061
40.2
2032
5.53
1011
-133
.815
157.
1122
20.0
8226
-233
.253
218.
177
31.1
6157
-109
.748
146.
1699
17.6
6566
2.68
0306
4.09
2383
0.09
7474
3.50
9817
1.21
358
-0.1
5851
0.50
7608
0.73
5423
0.01
5726
12/1
0/20
09 1
5:12
-39.
8183
40.1
0911
5.51
7278
-133
.648
156.
8544
20.0
5295
-233
.027
217.
9333
31.1
2915
-109
.928
146.
1738
17.6
7835
2.61
9289
4.09
7948
0.10
207
3.50
4062
1.20
2183
-0.1
589
0.51
7259
0.73
9128
0.01
5315
12/1
0/20
09 1
5:13
-39.
7511
40.0
3372
5.50
7434
-133
.566
156.
6824
20.0
3545
-232
.925
217.
7955
31.1
1256
-110
.058
146.
1877
17.6
8828
2.57
1216
4.10
1658
0.10
5644
3.50
9817
1.19
6485
-0.1
5969
0.50
7608
0.74
0981
0.01
6109
12/1
0/20
09 1
5:14
-39.
7287
39.9
5268
5.50
0293
-133
.517
156.
5359
20.0
2196
-232
.867
217.
6756
31.1
0033
-110
.181
146.
1937
17.6
9717
2.53
7935
4.09
7948
0.10
7685
3.50
7899
1.18
6988
-0.1
6021
0.51
7259
0.74
2833
0.01
5571
12/1
0/20
09 1
5:15
-39.
6839
39.8
754
5.49
1866
-133
.499
156.
4246
20.0
1302
-232
.829
217.
5858
31.0
9149
-110
.273
146.
1976
17.7
0383
2.50
6503
4.09
9803
0.10
9983
3.50
4062
1.17
7491
-0.1
606
0.50
7608
0.73
5423
0.01
5726
12/1
0/20
09 1
5:16
-39.
6522
39.8
019
5.48
4602
-133
.479
156.
3035
20.0
0329
-232
.779
217.
4959
31.0
818
-110
.345
146.
1877
17.7
0806
2.48
4316
4.10
1658
0.11
1643
3.50
2143
1.17
3692
-0.1
6073
0.51
7259
0.73
9128
0.01
5315
12/1
0/20
09 1
5:17
-39.
6204
39.7
3216
5.47
7597
-133
.477
156.
2156
19.9
9709
-232
.768
217.
416
31.0
7557
-110
.421
146.
1857
17.7
1321
2.45
6582
4.09
7948
0.11
3301
3.50
4062
1.16
4195
-0.1
6152
0.51
9189
0.73
5423
0.01
4926
12/1
0/20
09 1
5:18
-39.
5924
39.6
7939
5.47
2022
-133
.476
156.
1316
19.9
9117
-232
.756
217.
3601
31.0
7087
-110
.473
146.
1877
17.7
1691
2.42
1453
4.09
7948
0.11
5726
3.50
4062
1.16
0396
-0.1
6178
0.52
112
0.74
0981
0.01
5177
12/1
0/20
09 1
5:19
-39.
5719
39.6
2851
5.46
7091
-133
.494
156.
0456
19.9
8649
-232
.827
217.
3002
31.0
7165
-110
.532
146.
1917
17.7
2124
2.40
4813
4.09
7948
0.11
6875
3.50
4062
1.15
6598
-0.1
6204
0.51
9189
0.74
4686
0.01
5566
12/1
0/20
09 1
5:20
-44.
4888
53.9
2864
6.79
3616
-150
.915
209.
565
24.8
8345
-270
.425
304.
9685
39.7
1862
-126
.091
199.
6656
22.4
8654
4.55
9248
6.15
0071
0.10
9812
4.76
0881
2.36
4752
-0.1
654
0.77
3978
1.34
6816
0.03
9542
12/1
0/20
09 1
5:21
-54.
6709
58.1
6582
7.78
8954
-182
.57
221.
0125
27.8
5873
-330
.104
320.
1605
44.8
8685
-151
.328
208.
1031
24.8
1102
6.67
3924
6.48
5989
-0.0
1297
6.02
1842
2.38
1851
-0.2
5126
0.97
8589
1.32
0877
0.02
3628
12/1
0/20
09 1
5:22
-54.
4308
57.8
6885
7.75
1882
-182
.075
220.
4116
27.7
8308
-329
.551
319.
6785
44.8
1536
-151
.914
208.
2576
24.8
621
6.55
5492
6.47
2997
-0.0
0569
6.03
3359
2.33
8155
-0.2
5507
0.97
2798
1.31
9024
0.02
3899
12/1
0/20
09 1
5:23
-54.
3247
57.6
2108
7.72
7455
-181
.831
220.
127
27.7
4659
-329
.564
319.
5524
44.8
0759
-152
.319
208.
3924
.899
246.
4592
696.
4934
130.
0023
576.
0218
422.
3305
55-0
.254
80.
9727
981.
3208
770.
0240
2712
/10/
2009
15:
24-5
4.25
7757
.505
717.
7148
65-1
81.8
6521
9.95
727
.737
21-3
29.4
1331
9.42
8444
.788
59-1
52.5
4320
8.48
2224
.921
076.
4056
076.
5045
480.
0068
36.
0352
792.
3210
56-0
.256
390.
9863
111.
3227
30.
0232
2312
/10/
2009
15:
25-5
4.20
5557
.443
37.
7069
59-1
81.7
421
9.82
2627
.719
27-3
29.4
0831
9.28
844
.778
56-1
52.6
9720
8.49
4324
.932
496.
3574
966.
5045
480.
0101
516.
0352
792.
3115
57-0
.257
040.
9824
51.
3264
350.
0237
4512
/10/
2009
15:
26-5
4.31
3557
.233
377.
6999
21-1
81.8
5421
9.46
2927
.702
36-3
29.4
2731
8.97
4844
.758
23-1
52.9
5220
8.34
5824
.939
96.
2483
256.
4544
380.
0142
285.
9949
692.
2773
6-0
.256
620.
9921
021.
3171
710.
0224
3912
/10/
2009
15:
27-5
4.25
0257
.119
97.
6877
2-1
81.7
8321
9.34
2427
.689
09-3
29.4
531
8.88
5444
.753
69-1
53.0
6720
8.34
5824
.947
816.
2057
676.
4470
140.
0166
535.
9949
692.
2678
61-0
.257
280.
9805
21.
3171
710.
0232
3912
/10/
2009
15:
28-5
4.07
956
.974
287.
6658
47-1
81.6
821
9.11
7127
.666
48-3
29.3
5231
8.75
3244
.737
77-1
53.1
7520
8.36
3924
.956
486.
1798
626.
4562
930.
0190
825.
9930
52.
2621
62-0
.257
540.
9766
591.
3116
130.
0231
2112
/10/
2009
15:
29-5
4.01
0157
.112
347.
6706
22-1
81.5
121
9.31
0827
.668
09-3
29.1
6831
8.85
2844
.731
99-1
53.1
820
8.51
4324
.967
236.
1946
656.
4952
690.
0207
56.
0160
842.
2735
61-0
.258
340.
9824
51.
3208
770.
0233
6112
/10/
2009
15:
30-5
3.97
8456
.991
37.
6600
83-1
81.4
4721
9.21
3927
.657
07-3
29.1
2431
8.77
9644
.723
88-1
53.2
4920
8.52
4324
.972
676.
1687
66.
5045
480.
0231
796.
0218
422.
2716
61-0
.258
870.
9921
021.
3227
30.
0228
2312
/10/
2009
15:
31-5
3.96
9156
.908
17.
6536
97-1
81.3
921
9.04
427
.641
37-3
29.0
5331
8.74
9144
.716
85-1
53.2
520
8.54
0424
.973
96.
1336
046.
5082
60.
0258
626.
0180
032.
2697
61-0
.258
740.
9805
21.
3227
30.
0236
2212
/10/
2009
15:
32-5
3.92
0757
.059
387.
6607
99-1
81.3
6321
9.04
7927
.639
79-3
28.9
8831
8.76
5444
.713
52-1
53.2
5720
8.61
6624
.979
656.
1484
076.
5342
440.
0266
346.
0371
982.
2716
61-0
.259
930.
9921
021.
3227
30.
0228
2312
/10/
2009
15:
33-5
3.87
4256
.968
617.
6513
21-1
81.3
3821
9.09
7327
.641
47-3
29.0
2831
8.73
4944
.714
11-1
53.3
3120
8.64
4724
.986
76.
1280
536.
5416
680.
0285
516.
0371
982.
2697
61-0
.260
060.
9940
321.
3264
350.
0229
4512
/10/
2009
15:
34-5
3.87
6156
.949
77.
6501
44-1
81.3
5621
9.05
7827
.639
98-3
29.0
4331
8.69
2244
.712
22-1
53.3
9820
8.64
0724
.991
056.
1039
996.
5379
560.
0299
556.
0352
792.
2659
62-0
.260
191.
0017
531.
3282
880.
0225
412
/10/
2009
15:
35-5
3.81
8459
.157
087.
7985
33-1
81.2
8422
8.45
2328
.283
51-3
28.9
4333
5.74
9845
.882
77-1
53.4
2722
0.00
9425
.777
766.
1077
7.15
0469
0.07
1981
6.05
0635
2.70
1035
-0.2
3122
0.99
9823
1.55
2484
0.03
8149
12/1
0/20
09 1
5:36
-68.
5841
74.9
0497
9.90
4845
-228
.964
282.
8463
35.3
2951
-423
.292
418.
1811
58.0
8566
-191
.834
267.
4181
31.7
0151
10.7
5416
9.31
9012
-0.0
9907
8.61
3815
3.54
6589
-0.3
4978
1.51
3319
2.05
4646
0.03
7367
12/1
0/20
09 1
5:37
-68.
2537
74.5
2164
9.85
5579
-228
.284
282.
0648
35.2
2863
-422
.439
417.
4303
57.9
7498
-192
.657
267.
8336
31.7
8702
10.5
6895
9.39
1437
-0.0
8128
8.65
2224
3.51
6184
-0.3
5453
1.52
6833
2.06
0206
0.03
6818
12/1
0/20
09 1
5:38
-68.
0978
74.2
5978
9.82
6741
-228
.083
281.
6511
35.1
8622
-422
.26
417.
1366
57.9
4234
-193
.12
268.
0566
31.8
3437
10.4
245
9.38
0294
-0.0
7208
8.64
4542
3.48
578
-0.3
561
1.52
8764
2.06
3912
0.03
6941
12/1
0/20
09 1
5:39
-67.
9475
74.1
8768
9.81
1386
-227
.872
281.
4493
35.1
577
-422
.111
416.
8677
57.9
1348
-193
.422
268.
1802
31.8
6377
10.3
5042
9.43
415
-0.0
6325
8.65
6065
3.47
8179
-0.3
5742
1.52
4902
2.06
5765
0.03
7335
12/1
0/20
09 1
5:40
-67.
979
74.1
0229
9.80
767
-227
.769
281.
2534
35.1
3708
-421
.895
416.
6609
57.8
8431
-193
.587
268.
2471
31.8
7973
10.2
8005
9.40
6293
-0.0
6031
8.66
3747
3.45
3476
-0.3
5966
1.52
8764
2.06
3912
0.03
6941
12/1
0/20
09 1
5:41
-67.
9103
73.9
9604
9.79
5594
-227
.675
281.
1056
35.1
2037
-421
.794
416.
5369
57.8
6876
-193
.753
268.
3424
31.8
9776
10.2
2635
9.45
6435
-0.0
5315
8.67
3349
3.46
2977
-0.3
5966
1.54
6138
2.06
7618
0.03
5997
12/1
0/20
09 1
5:42
-67.
8639
73.9
4481
9.78
8855
-227
.579
280.
9617
35.1
0382
-421
.681
416.
3735
57.8
497
-193
.894
268.
389
31.9
1075
10.1
7635
9.47
5006
-0.0
4841
8.66
9508
3.45
3476
-0.3
6006
1.54
6138
2.06
9471
0.03
6125
12/1
0/20
09 1
5:43
-67.
8212
73.8
765
9.78
1193
-227
.506
280.
8218
35.0
8914
-421
.581
416.
2349
57.8
3326
-194
.008
268.
4275
31.9
2124
10.1
3376
9.47
5006
-0.0
4547
8.67
9111
3.44
5875
-0.3
6124
1.54
9999
2.07
3177
0.03
6114
12/1
0/20
09 1
5:44
-67.
786
73.8
1958
9.77
4829
-227
.43
280.
7039
35.0
7573
-421
.49
416.
0985
57.8
1754
-194
.121
268.
4438
31.9
302
10.0
5968
9.48
2434
-0.0
3985
8.67
1429
3.43
8274
-0.3
6124
1.54
6138
2.07
503
0.03
6509
12/1
0/20
09 1
5:45
-67.
7507
73.6
5831
9.76
1262
-227
.376
280.
5561
35.0
6185
-421
.429
415.
9847
57.8
0545
-194
.247
268.
4539
31.9
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8.67
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3.42
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0.04
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12/1
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5:48
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12/1
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5:51
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2769
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9313
11.8
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7749
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3009
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12/1
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09 1
5:52
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2528
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11.8
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12/1
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09 1
5:53
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3843
90.0
8463
11.8
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341.
3286
42.2
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2942
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0822
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0.04
6131
12/1
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5:54
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4472
90.0
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0.04
508
12/1
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5:55
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6397
89.8
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340.
8278
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764.
7153
93-0
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532.
2334
562.
8960
230.
0457
3612
/10/
2009
15:
56-8
1.70
6389
.753
4611
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62-2
71.6
3634
0.71
4742
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67-5
13.8
8351
1.14
3370
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37.4
1933
3.00
9639
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8112
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534.
7096
91-0
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322.
2334
562.
8923
170.
0454
812
/10/
2009
15:
57-8
1.75
8289
.694
4611
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13-2
71.9
1334
0.50
6742
.274
49-5
13.6
951
0.97
9570
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46-2
37.5
0233
3.06
0839
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4813
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44-0
.004
0812
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374.
7001
88-0
.511
242.
2295
952.
8923
170.
0457
4712
/10/
2009
15:
58-8
1.62
4989
.814
3711
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21-2
71.7
4134
0.59
5542
.268
73-5
13.2
9151
1.07
470
.710
49-2
37.4
9333
3.29
0439
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3713
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7267
98-0
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722.
2527
642.
9015
840.
0447
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6:01
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12/1
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6:02
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11.9
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7395
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6:03
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12/1
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6:06
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6314
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116.
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413.
7171
550.
0477
6912
/10/
2009
16:
07-9
6.63
6910
6.63
9814
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19.5
7340
5.44
1650
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72-6
07.1
8461
1.31
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966.
0156
46-0
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313.
0309
353.
7171
550.
0473
6912
/10/
2009
16:
08-9
6.58
7110
6.51
9514
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16-3
19.3
2140
5.06
1850
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1-6
06.8
4361
0.98
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07-2
81.5
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1.75
9847
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9516
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0895
9815
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735.
9985
35-0
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893.
0386
593.
7153
010.
0467
0812
/10/
2009
16:
09-9
6.55
210
6.49
0914
.015
76-3
19.1
2140
4.79
6449
.970
98-6
06.5
6961
0.70
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96-2
81.6
5140
1.86
3547
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1116
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1001
0615
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965.
9852
27-0
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143.
0463
833.
7208
620.
0465
5812
/10/
2009
16:
10-9
6.56
6810
6.41
0714
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24-3
18.9
4740
4.50
4449
.938
82-6
06.3
2261
0.49
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38-2
81.7
9740
1.93
247
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2716
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780.
1077
8815
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885.
9643
14-0
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713.
0502
453.
7208
620.
0462
9212
/10/
2009
16:
11-9
6.54
2810
6.35
9114
.006
03-3
18.7
340
4.34
3149
.912
68-6
06.1
5761
0.30
3883
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53-2
81.9
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2.01
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1165
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575.
9586
1-0
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643.
0618
323.
7208
620.
0454
9212
/10/
2009
16:
12-9
6.53
7310
6.30
7614
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09-3
18.6
0440
4.14
149
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08-6
05.9
7561
0.13
3183
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22-2
82.0
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2.08
1347
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1231
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7208
620.
0452
2512
/10/
2009
16:
13-9
6.55
211
1.34
314
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18.5
2342
5.43
5751
.354
39-6
05.9
0664
9.48
686
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82.2
3142
3.89
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1871
1815
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726.
8199
14-0
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273.
1120
414.
1157
230.
0692
8312
/10/
2009
16:
14-1
10.5
9812
3.63
116
.168
49-3
67.6
2647
1.88
157
.949
97-7
07.4
8571
7.02
6198
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96-3
25.5
347
2.68
4555
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5818
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3320
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260.
1479
9318
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987.
4797
75-0
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853.
9424
864.
5476
950.
0417
7712
/10/
2009
16:
15-1
10.1
5812
3.15
0216
.104
94-3
66.0
4147
0.71
8657
.760
3-7
05.2
2571
5.11
98.0
4369
-327
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473.
2279
55.2
4847
17.5
5408
20.5
2236
0.20
4896
18.5
6163
7.36
7574
-0.7
7271
3.96
7594
4.54
2133
0.03
966
12/1
0/20
09 1
6:16
-109
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122.
8207
16.0
6658
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8474
57.6
4365
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0426
97.8
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473.
2909
55.2
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17.2
1099
20.6
5638
0.23
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18.5
8664
7.29
9113
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7916
3.99
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4.53
4717
0.03
7548
12/1
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09 1
6:17
-109
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122.
7001
16.0
6028
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57.6
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2620
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797.
2458
67-0
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573.
9849
774.
5347
170.
0379
4812
/10/
2009
16:
18-1
09.9
8512
2.55
0716
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62-3
64.6
3246
8.97
2257
.542
51-7
02.9
171
2.92
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78-3
28.4
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497.
2078
34-0
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733.
9888
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5291
550.
0372
9712
/10/
2009
16:
19-1
10.0
1512
2.51
2416
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64.4
646
8.70
1957
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02.3
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2.34
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0363
812
/10/
2009
16:
20-1
10.0
8512
2.15
2316
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64.3
6946
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157
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02.2
0971
1.96
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0.30
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7895
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3.99
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4.51
6177
0.03
5868
12/1
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09 1
6:21
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7895
7.10
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3.99
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4.51
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0.03
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12/1
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09 1
6:22
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2193
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0.33
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18.5
8857
7.09
754
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9321
4.00
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4.51
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0.03
5457
12/1
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09 1
6:23
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0776
16.0
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8103
57.4
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6476
55.4
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0.33
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18.6
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7.09
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4.01
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4.51
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12/1
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09 1
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978
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57.3
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2327
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9652
4.02
3606
4.51
9885
0.03
4257
12/1
0/20
09 1
6:25
-109
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121.
821
16.0
0163
-363
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467.
4575
57.3
5873
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710.
7851
97.4
342
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473.
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55.4
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15.9
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21.0
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0.35
3273
18.6
309
7.06
5213
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9836
4.02
3606
4.52
3593
0.03
4513
12/1
0/20
09 1
6:26
-110
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121.
9972
16.0
1506
-363
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467.
5483
57.3
5739
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710.
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97.4
2414
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55.4
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15.9
3896
21.1
5152
0.35
9815
18.6
4052
7.07
2819
-0.7
985
4.02
7469
4.52
5447
0.03
4375
12/1
0/20
09 1
6:27
-109
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121.
8478
16.0
0234
-363
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467.
2388
57.3
3472
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710.
7028
97.4
0287
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473.
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55.4
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15.8
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813
0.36
6351
18.6
5206
7.06
141
-0.8
0009
4.03
9058
4.52
9155
0.03
3831
12/1
0/20
09 1
6:28
-110
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121.
7578
15.9
9879
-363
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466.
9994
57.3
1998
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710.
4946
97.3
7727
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473.
9036
55.4
8843
15.8
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21.2
0178
0.37
2627
18.6
5399
7.05
-0.8
0101
4.04
6783
4.52
9155
0.03
3297
12/1
0/20
09 1
6:29
-110
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121.
6697
15.9
9322
-363
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466.
562
57.2
8682
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710.
4035
97.3
6272
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473.
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55.4
9887
15.7
7396
21.2
4087
0.37
7373
18.6
7323
7.04
2394
-0.8
0286
4.05
4509
4.53
2863
0.03
302
12/1
0/20
09 1
6:30
-110
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121.
7731
16.0
0557
-363
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466.
5847
57.2
8767
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710.
293
97.3
4407
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474.
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55.5
0786
15.7
239
21.2
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0.38
3784
18.6
7708
7.05
3803
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0234
4.05
6441
4.53
8425
0.03
3271
12/1
0/20
09 1
6:31
-110
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125.
7559
16.2
8011
-363
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483.
4268
58.4
4195
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199
99.3
2845
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486.
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56.3
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15.8
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21.7
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0.40
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18.8
1177
7.45
5053
-0.7
8394
4.11
4385
4.66
4501
0.03
7974
12/1
0/20
09 1
6:32
-124
.605
139.
4958
18.2
3047
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540.
6611
65.9
5192
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822.
6473
112.
5432
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543.
7112
63.3
5311
19.0
4358
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0.41
4306
21.5
6795
8.71
7957
-0.8
8702
5.08
2146
5.41
1756
0.02
2753
12/1
0/20
09 1
6:33
-123
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138.
8464
18.1
3916
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538.
7442
65.6
7021
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819.
9773
112.
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543.
4651
63.4
344
18.1
6244
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0.49
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21.6
1223
8.57
5294
-0.8
9992
5.11
3055
5.40
2484
0.01
9979
12/1
0/20
09 1
6:34
-123
.733
138.
5082
18.1
0214
-411
.786
537.
5898
65.5
3405
-803
.049
818.
5381
111.
9359
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543.
0067
63.4
4178
17.6
8947
25.5
4112
0.54
1988
21.6
1223
8.49
3502
-0.9
0557
5.11
4987
5.39
5067
0.01
9333
12/1
0/20
09 1
6:35
-123
.662
138.
2431
18.0
789
-411
.369
536.
7653
65.4
4837
-802
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817.
5641
111.
7992
-376
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543.
0534
63.4
764
17.4
4466
25.6
5291
0.56
6604
21.6
2378
8.43
6439
-0.9
103
5.12
4646
5.38
5795
0.01
8027
12/1
0/20
09 1
6:36
-123
.606
138.
0722
18.0
633
-411
.015
536.
3166
65.3
9298
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.29
816.
8711
1.69
93-3
76.7
954
3.15
163
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1917
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1325
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840.
5904
521
.627
638.
3983
97-0
.913
25.
1343
065.
3839
40.
0172
3212
/10/
2009
16:
37-1
23.5
4813
7.93
5818
.049
84-4
10.7
353
5.89
5165
.344
15-8
00.6
4981
6.29
2811
1.61
52-3
77.1
9154
3.30
3863
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4317
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2525
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550.
6087
8421
.633
418.
3641
6-0
.915
965.
1401
015.
3783
770.
0164
4812
/10/
2009
16:
38-1
23.4
9813
7.73
618
.032
63-4
10.5
4853
5.26
0765
.287
79-8
00.0
7681
5.80
3711
1.54
19-3
77.4
4854
3.36
7563
.562
616
.860
525
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220.
6254
4921
.641
118.
3356
29-0
.918
465.
1458
975.
3820
860.
0163
0412
/10/
2009
16:
39-1
23.4
5113
7.63
4218
.022
3-4
10.4
0553
4.98
5365
.258
91-7
99.7
7781
5.39
8411
1.49
33-3
77.6
5754
3.43
5463
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7216
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9925
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850.
6387
8121
.648
818.
3128
04-0
.920
575.
1497
615.
3802
320.
0159
0912
/10/
2009
16:
40-1
23.4
413
7.54
5818
.015
45-4
10.2
753
4.72
2465
.231
49-7
99.4
4581
5.05
2611
1.44
65-3
77.8
554
3.49
0563
.598
7916
.608
3126
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660.
6518
6121
.658
448.
2937
84-0
.922
545.
1574
885.
3783
770.
0152
4812
/10/
2009
16:
41-1
23.4
413
7.46
1318
.009
61-4
10.1
4853
4.49
0865
.207
05-7
99.1
9781
4.73
5411
1.40
74-3
78.0
1754
3.53
0863
.613
1216
.493
3526
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790.
6624
9821
.662
298.
2690
58-0
.924
525.
1613
525.
3783
770.
0149
8112
/10/
2009
16:
42-1
23.4
5413
7.39
2218
.005
85-4
10.0
6453
4.29
8865
.188
04-7
98.9
5781
4.44
9111
1.37
11-3
78.1
8654
3.59
2463
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0216
.387
6626
.144
830.
6735
2421
.662
298.
2538
41-0
.925
575.
1729
435.
3765
230.
0140
5312
/10/
2009
16:
43-1
36.9
9115
6.79
8320
.279
88-4
55.6
3360
7.43
2973
.381
94-8
94.7
8592
4.12
5212
5.55
68-4
13.6
7860
9.12
0270
.602
2720
.119
7129
.526
250.
6493
224
.516
289.
8517
92-1
.012
276.
1795
426.
3075
0.00
8833
12/1
0/20
09 1
6:44
-139
.143
156.
4089
20.4
015
-460
.189
607.
7454
73.7
1796
-903
.961
923.
9551
126.
1784
-424
.682
613.
6844
71.6
7695
18.8
8775
30.1
3977
0.77
6711
24.9
1889
9.70
9098
-1.0
4991
6.28
9681
6.32
9756
0.00
2766
12/1
0/20
09 1
6:45
-138
.66
155.
9174
20.3
3424
-458
.758
606.
2741
73.5
1766
-901
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921.
7912
125.
8612
-425
.818
613.
9891
71.7
7642
18.1
8841
30.3
30.
8381
1724
.928
529.
5778
22-1
.059
646.
3032
076.
3130
640.
0006
812
/10/
2009
16:
46-1
38.4
9515
5.70
3420
.308
11-4
57.8
5460
5.51
6473
.402
91-9
00.2
2592
0.68
1612
5.69
46-4
26.3
9661
4.14
3671
.826
9817
.852
6930
.514
640.
8740
3724
.947
799.
5264
55-1
.064
516.
3148
016.
3130
64-0
.000
1212
/10/
2009
16:
47-1
38.3
5315
5.54
3520
.287
22-4
57.1
3460
4.88
1273
.309
38-8
99.3
3391
9.56
0912
5.55
56-4
26.8
0761
3.91
471
.839
5217
.635
6930
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680.
8966
1224
.957
429.
4693
8-1
.069
126.
3302
596.
3037
9-0
.001
8312
/10/
2009
16:
48-1
38.2
4815
5.32
9520
.265
26-4
56.5
4360
4.47
6173
.240
66-8
98.7
1691
9.11
5912
5.48
24-4
27.1
5761
3.92
2671
.864
2717
.385
3130
.693
690.
9186
5824
.965
129.
4256
23-1
.072
676.
3360
566.
2982
26-0
.002
6112
/10/
2009
16:
49-1
38.1
715
5.12
1420
.245
46-4
56.1
860
3.96
5573
.180
33-8
98.2
4691
8.24
5912
5.38
98-4
27.4
5361
3.88
1871
.881
8517
.183
1730
.768
30.
9377
6224
.953
569.
3913
79-1
.074
246.
3399
26.
2926
62-0
.003
2612
/10/
2009
16:
50-1
38.0
7415
4.99
2320
.229
98-4
55.9
7560
3.51
1973
.134
85-8
97.7
7291
7.81
2112
5.32
72-4
27.6
7461
3.86
4771
.895
9417
.007
30.8
4291
0.95
5073
24.9
5934
9.42
7526
-1.0
7214
6.34
765
6.29
0807
-0.0
0392
12/1
0/20
09 1
6:51
-138
.265
154.
682
20.2
2169
-456
.126
602.
9359
73.1
0555
-897
.698
917.
2464
125.
283
-427
.948
613.
708
71.9
0404
16.8
0301
30.8
4664
0.96
9411
24.9
3237
9.38
1867
-1.0
7343
6.34
5717
6.28
3389
-0.0
043
7A1
7B1
7A2
7B2
7A3
7B3
7A4
7B4
7A7
7B7
7A7
7B7
7A7
7B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
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Com
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Mom
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rain
Stra
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Stra
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Stra
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Stra
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200
12/1
0/20
09 1
6:52
-138
.157
154.
6107
20.2
0932
-455
.81
602.
6511
73.0
6406
-897
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6.73
4412
5.21
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28.1
261
3.69
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16.6
695
30.8
970.
9821
0424
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089.
3514
28-1
.076
066.
3495
826.
2759
7-0
.005
0812
/10/
2009
16:
53-1
38.1
6615
4.54
3320
.205
3-4
55.6
960
2.47
8273
.043
87-8
96.9
4691
6.51
0812
5.18
03-4
28.2
7261
3.72
5271
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5616
.554
5430
.900
730.
9902
9724
.943
939.
3343
06-1
.077
516.
3457
176.
2759
7-0
.004
8112
/10/
2009
16:
54-1
37.9
7615
4.62
0420
.197
49-4
55.2
1460
2.43
8173
.008
23-8
96.2
591
6.26
9412
5.11
56-4
28.3
1161
3.81
7571
.936
6616
.497
0631
.007
051.
0016
0424
.980
549.
3533
3-1
.078
726.
3553
796.
2815
34-0
.005
112
/10/
2009
16:
55-1
37.9
3715
4.59
3420
.192
97-4
55.0
6660
2.40
6572
.995
83-8
96.1
1991
6.18
8912
5.10
1-4
28.4
3361
3.95
9171
.954
8616
.424
7431
.055
541.
0099
4324
.994
029.
3457
21-1
.080
186.
3708
376.
2852
43-0
.005
9112
/10/
2009
16:
56-1
37.9
3515
4.55
6820
.190
32-4
55.0
0760
2.28
6272
.983
46-8
95.9
3491
5.80
2112
5.06
16-4
28.5
4961
3.91
1971
.959
5816
.339
4531
.090
991.
0182
7825
.001
739.
3285
99-1
.081
896.
3785
666.
2796
79-0
.006
8312
/10/
2009
16:
57-1
37.8
2815
4.46
8120
.176
75-4
54.9
1160
2.06
2672
.961
41-8
95.6
1491
5.71
2712
5.03
33-4
28.6
361
3.98
4871
.970
216
.272
731
.156
271.
0273
9225
.020
999.
3343
06-1
.082
836.
3824
316.
2852
43-0
.006
7112
/10/
2009
16:
58-1
37.9
7215
4.41
2220
.182
87-4
54.9
860
1.73
7872
.943
75-8
95.4
4391
5.31
7112
4.99
42-4
28.7
3561
3.95
6971
.975
5616
.191
1231
.171
191.
0340
5325
.017
149.
3133
79-1
.084
016.
3862
966.
2833
89-0
.007
112
/10/
2009
16:
59-1
44.9
8216
7.84
8421
.594
26-4
79.6
565
6.30
2178
.413
15-9
48.2
7110
02.1
8513
4.63
72-4
43.4
3166
0.29
3476
.188
5318
.459
2333
.512
741.
0391
2226
.521
9310
.650
95-1
.095
556.
8945
187.
0531
510.
0109
512
/10/
2009
17:
00-1
54.6
3517
4.71
0822
.734
29-5
11.2
5368
3.77
2682
.490
88-1
012.
6810
38.1
1514
1.56
35-4
76.6
9168
7.51
9280
.363
7919
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3435
.453
991.
0962
8728
.603
5310
.955
43-1
.218
227.
5902
637.
3833
52-0
.014
2812
/10/
2009
17:
01-1
54.6
5517
4.62
3722
.729
67-5
12.1
2768
5.42
6582
.665
4-1
016.
0310
40.3
5814
1.94
98-4
80.3
6369
0.71
6580
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9618
.861
7735
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281.
1770
4128
.809
8110
.917
37-1
.235
097.
6559
777.
4056
14-0
.017
2812
/10/
2009
17:
02-1
53.9
517
3.88
4922
.629
97-5
10.2
7268
3.51
4182
.405
35-1
012.
6310
37.5
2614
1.51
91-4
81.3
7669
0.84
4680
.916
718
.260
7536
.128
1.23
3351
28.8
3295
10.8
4886
-1.2
4142
7.67
3372
7.40
1903
-0.0
1874
12/1
0/20
09 1
7:03
-153
.602
173.
4807
22.5
7803
-509
.241
682.
4096
82.2
5796
-101
0.99
1035
.752
141.
2836
-481
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0.79
6880
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5817
.871
2436
.282
981.
2709
3728
.856
0810
.786
06-1
.247
357.
6849
697.
3944
83-0
.020
0512
/10/
2009
17:
04-1
53.3
4317
3.17
922
.539
33-5
08.4
7468
1.56
1682
.146
49-1
009.
810
34.4
2614
1.11
02-4
82.2
5169
0.72
380
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7517
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5436
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621.
2951
8928
.856
0810
.728
97-1
.251
297.
6927
7.38
8917
-0.0
2097
12/1
0/20
09 1
7:05
-153
.139
172.
9489
22.5
0935
-507
.87
680.
9786
82.0
6452
-100
8.76
1033
.39
140.
9664
-482
.515
690.
6861
80.9
844
17.3
9459
36.4
8839
1.31
8018
28.8
5994
10.6
9853
-1.2
5366
7.70
623
7.38
3352
-0.0
2229
12/1
0/20
09 1
7:06
-152
.984
172.
8174
22.4
8957
-507
.397
680.
4618
81.9
9618
-100
7.99
1032
.596
140.
8588
-482
.725
690.
6275
80.9
9484
17.1
7761
36.5
6308
1.33
8151
28.8
6379
10.6
6237
-1.2
5642
7.71
3961
7.37
9642
-0.0
2308
12/1
0/20
09 1
7:07
-152
.86
172.
6531
22.4
6967
-506
.973
680.
1094
81.9
4262
-100
7.37
1031
.887
140.
7673
-482
.91
690.
5776
81.0
042
17.0
0514
36.6
2657
1.35
4439
28.8
6379
10.6
3383
-1.2
5839
7.72
1692
7.37
4076
-0.0
2412
/10/
2009
17:
08-1
52.7
6317
2.50
8122
.452
99-5
06.6
2367
9.72
5181
.891
9-1
006.
9110
31.2
6514
0.69
22-4
83.0
5569
0.54
0781
.011
6516
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5436
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931.
3707
2728
.865
7210
.605
28-1
.260
497.
7294
237.
3703
66-0
.024
7912
/10/
2009
17:
09-1
52.6
7717
2.37
4622
.437
86-5
06.3
4267
9.36
4281
.847
61-1
006.
3810
30.6
4714
0.61
29-4
83.1
9769
0.47
7781
.017
0716
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2336
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011.
3855
9528
.859
9410
.590
06-1
.261
147.
7216
927.
3666
56-0
.024
5112
/10/
2009
17:
10-1
52.6
1917
2.27
822
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16-5
06.0
3867
9.08
2481
.807
18-1
005.
8410
30.1
8514
0.54
42-4
83.3
1669
0.50
5981
.027
2216
.552
6836
.785
31.
3966
2928
.865
7210
.576
74-1
.262
467.
7274
97.
3685
11-0
.024
7812
/10/
2009
17:
11-1
52.5
7117
2.15
8122
.415
61-5
05.8
6467
8.74
7281
.772
-100
5.41
1029
.701
140.
4811
-483
.408
690.
4668
81.0
3092
16.4
3216
36.8
2825
1.40
7913
28.8
6765
10.5
501
-1.2
6443
7.73
9087
7.36
6656
-0.0
2571
12/1
0/20
09 1
7:12
-152
.557
172.
046
22.4
0686
-505
.759
678.
4612
81.7
4503
-100
510
29.2
4714
0.42
12-4
83.4
769
0.44
5181
.033
6916
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9136
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471.
4183
28.8
6572
10.5
3868
-1.2
6509
7.74
102
7.36
1091
-0.0
2623
12/1
0/20
09 1
7:13
-152
.546
171.
9396
22.3
9877
-505
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678.
1879
81.7
2135
-100
4.64
1028
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140.
3675
-483
.558
690.
4972
81.0
4335
16.2
2078
36.9
0295
1.42
7661
28.8
7343
10.5
1585
-1.2
672
7.74
2953
7.36
1091
-0.0
2636
12/1
0/20
09 1
7:14
-152
.796
172.
4481
22.4
5111
-519
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695.
1063
83.8
5026
-103
7.91
1060
.304
144.
8365
-492
.375
706.
006
82.7
2252
17.4
1128
37.5
8464
1.39
2538
29.5
7716
10.9
5353
-1.2
8556
7.90
3378
7.53
733
-0.0
2527
12/1
0/20
09 1
7:15
-152
.23
172.
4965
22.4
1543
-519
.604
697.
5895
84.0
2111
-104
0.01
1064
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145.
2964
-496
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711.
379
83.3
7906
17.3
9088
37.9
4139
1.41
8573
29.8
3747
11.0
4297
-1.2
9736
8.00
3888
7.62
0814
-0.0
2644
12/1
0/20
09 1
7:16
-152
.307
172.
4655
22.4
1858
-517
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695.
6414
83.7
6684
-103
5.99
1061
.372
144.
7776
-496
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710.
8999
83.3
5953
17.0
7561
37.9
9556
1.44
4074
29.8
2204
10.9
9159
-1.2
9984
8.00
9687
7.61
7103
-0.0
271
12/1
0/20
09 1
7:17
-152
.203
173.
3009
22.4
6906
-528
.64
711.
2473
85.5
8767
-106
3.87
1088
.945
148.
6056
-504
.735
726.
0026
84.9
5607
18.2
6631
38.8
9037
1.42
3649
30.6
3775
11.4
274
-1.3
2606
8.26
8703
7.84
3444
-0.0
2935
12/1
0/20
09 1
7:18
-151
.893
173.
0282
22.4
2884
-524
.526
706.
9917
85.0
0988
-105
3.9
1081
.54
147.
4067
-505
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724.
859
84.9
3027
17.6
5053
38.9
8005
1.47
2346
30.5
8568
11.3
3415
-1.3
2891
8.28
0301
7.84
5299
-0.0
3003
12/1
0/20
09 1
7:19
-151
.975
173.
0108
22.4
333
-523
.376
705.
8746
84.8
5344
-105
1.21
1079
.044
147.
0483
-505
.646
724.
5273
84.9
1708
17.3
6121
39.0
6599
1.49
825
30.5
8568
11.2
9989
-1.3
3127
8.28
9966
7.84
1589
-0.0
3095
12/1
0/20
09 1
7:20
-152
.017
172.
9566
22.4
3246
-522
.688
705.
2207
84.7
6081
-104
9.92
1077
.493
146.
8524
-505
.762
724.
2305
84.9
0464
17.1
3866
39.1
3512
1.51
8384
30.5
7796
11.2
5802
-1.3
3363
8.29
5765
7.83
7878
-0.0
3161
12/1
0/20
09 1
7:21
-152
.033
172.
8909
22.4
2906
-522
.339
704.
6977
84.7
0061
-104
8.87
1076
.382
146.
7031
-505
.888
723.
997
84.8
9723
16.9
0539
.157
541.
5360
6130
.550
9611
.202
83-1
.335
578.
2918
997.
8861
16-0
.028
0112
/10/
2009
17:
22-1
52.0
8315
7.20
5121
.349
69-5
21.9
5462
2.41
5978
.994
2-1
047.
9395
6.15
7113
8.33
9-5
05.9
3468
0.84
3181
.921
516
.775
237
.642
541.
4404
4330
.576
039.
6063
6-1
.447
518.
2996
317.
3833
52-0
.063
2512
/10/
2009
17:
23-5
7.54
7464
.947
718.
4556
66-2
25.8
731
0.85
4137
.049
32-5
06.9
5253
8.01
5372
.132
63-3
71.3
4649
1.07
3759
.531
63-1
2.28
4634
.776
333.
2485
4819
.398
682.
8682
34-1
.141
075.
3854
534.
4809
5-0
.062
4412
/10/
2009
17:
24-5
8.44
5865
.497
028.
5555
95-2
27.5
531
2.43
9237
.274
71-5
07.0
8253
8.22
8472
.156
3-3
68.7
5748
8.45
8659
.172
37-1
2.83
0234
.903
273.
2949
7119
.175
462.
7504
34-1
.133
85.
2985
164.
3919
58-0
.062
5812
/10/
2009
17:
25-5
8.77
6865
.779
278.
5979
29-2
28.1
931
3.16
2637
.368
77-5
07.2
953
8.48
872
.188
55-3
68.0
4148
7.48
9159
.056
05-1
3.05
1334
.968
63.
3147
4819
.092
712.
7561
34-1
.127
695.
2714
694.
3511
71-0
.063
5312
/10/
2009
17:
26-5
8.98
765
.989
558.
6269
5-2
28.5
1831
3.61
8837
.422
94-5
07.3
9253
8.63
5772
.205
8-3
67.6
4148
6.83
9258
.983
54-1
3.19
5135
.000
343.
3268
6219
.036
912.
7162
35-1
.126
595.
2463
544.
3270
69-0
.063
4612
/10/
2009
17:
27-2
4.57
8327
.851
883.
6191
82-1
36.2
2319
3.85
7422
.784
97-3
41.4
2537
5.49
3449
.487
83-3
13.4
2740
4.95
6249
.588
98-2
1.74
9934
.037
173.
8509
0215
.657
030.
7254
54-1
.030
714.
0448
523.
0276
18-0
.070
2212
/10/
2009
17:
28-2
5.42
8428
.419
753.
7170
61-1
37.9
2719
4.91
9722
.975
95-3
41.3
9237
4.95
5449
.448
47-3
10.9
8240
2.49
449
.250
25-2
2.12
8934
.089
433.
8806
6915
.449
340.
6494
86-1
.021
613.
9695
262.
9571
86-0
.069
8812
/10/
2009
17:
29-2
5.94
1428
.801
53.
7788
23-1
38.5
7419
5.52
1723
.062
13-3
41.3
1537
4.75
4149
.429
2-3
10.1
3640
1.41
5649
.117
39-2
2.28
8934
.121
163.
8939
0715
.362
810.
6058
04-1
.018
663.
9463
492.
9238
25-0
.070
5812
/10/
2009
17:
30-2
6.29
5229
.049
753.
8203
82-1
39.0
3219
5.91
3323
.120
78-3
41.3
6237
4.69
0549
.428
08-3
09.6
2839
8.69
5748
.894
55-2
2.40
1134
.242
483.
9100
2715
.301
28-0
.129
13-1
.065
143.
9251
032.
2788
76-0
.113
64
7A1
7B1
7A2
7B2
7A3
7B3
7A4
7B4
7A7
7B7
7A7
7B7
7A7
7B7
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
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Mom
ent
Com
p.Te
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Mom
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Mom
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Com
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Mom
ent
TSSt
rain
Stra
in(k
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Stra
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rain
(k*f
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rain
Stra
in(k
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Stra
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Stra
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Stra
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Stra
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201
12/1
0/20
09 1
4:14
00
00
00
00
00
00
00
00
00
00
012
/10/
2009
14:
142.
4317
96-1
.477
03-0
.269
82-0
.202
030.
1219
350.
0223
63-0
.388
371.
0470
050.
0990
820.
2072
890.
4563
940.
0171
950.
2581
950.
1851
94-0
.005
040.
2709
370.
1951
96-0
.005
23-0
.090
05-0
.044
520.
0031
4312
/10/
2009
14:
152.
5408
8-1
.598
67-0
.285
75-0
.183
490.
0525
260.
0162
92-0
.394
051.
0619
640.
1005
070.
2034
860.
4582
570.
0175
860.
2618
570.
1890
13-0
.005
030.
2653
310.
1914
06-0
.005
1-0
.084
3-0
.038
710.
0031
4712
/10/
2009
14:
162.
5408
8-1
.566
36-0
.283
52-0
.207
590.
0694
090.
0191
21-0
.386
471.
1161
90.
1037
270.
2244
050.
4843
380.
0179
430.
2655
190.
1947
4-0
.004
890.
2746
740.
1970
91-0
.005
36-0
.080
47-0
.044
520.
0024
8212
/10/
2009
14:
172.
5523
63-1
.560
66-0
.283
92-0
.213
150.
0600
290.
0188
57-0
.377
1.14
9848
0.10
5396
0.23
3914
0.49
7378
0.01
8187
0.27
1013
0.20
0468
-0.0
0487
0.27
2805
0.19
5196
-0.0
0536
-0.0
7472
-0.0
3677
0.00
262
12/1
0/20
09 1
4:18
2.55
2363
-1.6
1578
-0.2
8772
-0.2
3353
-0.0
1688
0.01
4955
-0.3
5427
1.16
8546
0.10
5118
0.25
8637
0.51
6008
0.01
7766
0.28
20.
2061
96-0
.005
230.
2765
430.
1933
01-0
.005
75-0
.067
06-0
.040
640.
0018
2312
/10/
2009
14:
192.
5466
21-1
.636
68-0
.288
77-0
.222
41-0
.052
530.
0117
27-0
.329
641.
1891
150.
1048
380.
2738
520.
5178
710.
0168
440.
2874
940.
2138
33-0
.005
080.
2746
740.
1989
87-0
.005
22-0
.065
14-0
.021
290.
0030
2712
/10/
2009
14:
202.
5906
39-1
.602
47-0
.289
44-0
.227
97-0
.001
880.
0156
07-0
.331
531.
2209
040.
1071
630.
2890
660.
5402
260.
0173
370.
2966
50.
2195
61-0
.005
320.
2765
430.
1914
06-0
.005
88-0
.065
14-0
.023
230.
0028
9412
/10/
2009
14:
212.
6461
39-1
.594
87-0
.292
75-0
.203
880.
0356
420.
0165
34-0
.341
011.
2713
920.
1113
020.
2928
70.
5607
190.
0184
890.
3076
380.
2233
79-0
.005
820.
2858
850.
1951
96-0
.006
26-0
.059
4-0
.038
710.
0014
2812
/10/
2009
14:
222.
6844
16-1
.638
58-0
.298
41-0
.190
910.
0375
180.
0157
68-0
.329
641.
3087
90.
1130
990.
3156
920.
5812
110.
0183
280.
3094
690.
2310
16-0
.005
420.
2896
230.
1951
96-0
.006
52-0
.061
31-0
.023
230.
0026
2912
/10/
2009
14:
232.
7207
79-1
.615
78-0
.299
35-0
.185
340.
1444
470.
0227
65-0
.329
641.
3461
890.
1156
80.
3213
970.
5942
520.
0188
350.
3186
250.
2386
53-0
.005
520.
2952
280.
1989
87-0
.006
64-0
.057
48-0
.017
420.
0027
6512
/10/
2009
14:
242.
7514
01-1
.602
47-0
.300
54-0
.157
540.
0919
20.
0172
2-0
.322
061.
3854
590.
1178
680.
3385
130.
6184
710.
0193
250.
3296
130.
2501
09-0
.005
490.
2914
910.
1989
87-0
.006
39-0
.055
56-0
.027
10.
0019
6512
/10/
2009
14:
252.
7035
54-1
.573
96-0
.295
27-0
.170
520.
0731
610.
0168
21-0
.327
751.
4004
180.
1192
930.
3423
170.
6203
340.
0191
910.
3332
750.
2462
9-0
.006
0.29
7097
0.20
0882
-0.0
0664
-0.0
5365
-0.0
1935
0.00
2367
12/1
0/20
09 1
4:26
4.25
2085
-3.3
9634
-0.5
2796
1.17
3397
-1.1
5917
-0.1
6101
-0.0
0758
0.56
2738
0.03
9368
0.11
4103
0.44
1491
0.02
2599
0.29
4819
0.21
9561
-0.0
0519
0.28
2148
0.18
7616
-0.0
0653
-0.0
5556
-0.0
1548
0.00
2767
12/1
0/20
09 1
4:27
3.27
5825
-2.1
3272
-0.3
7334
0.36
3296
-0.2
6262
-0.0
4321
-0.1
4019
1.07
3183
0.08
3758
0.28
5263
0.57
7485
0.02
0172
0.32
9613
0.24
0563
-0.0
0615
0.29
5228
0.19
3301
-0.0
0704
-0.0
5173
-0.0
2129
0.00
2101
12/1
0/20
09 1
4:28
4.66
3701
-3.8
0862
-0.5
8483
1.39
0311
-1.3
5609
-0.1
8958
0.02
8418
0.52
3475
0.03
4173
0.10
8398
0.48
6201
0.02
6079
0.30
5806
0.22
3379
-0.0
0569
0.29
7097
0.18
7616
-0.0
0756
-0.0
479
-0.0
0387
0.00
3039
12/1
0/20
09 1
4:29
4.66
7531
-3.7
5922
-0.5
8169
1.41
9976
-1.3
1859
-0.1
8904
0.06
0626
0.52
7214
0.03
2208
0.12
9317
0.50
483
0.02
5921
0.30
9469
0.23
2926
-0.0
0528
0.28
9623
0.18
7616
-0.0
0704
-0.0
4598
-0.0
0194
0.00
3041
12/1
0/20
09 1
4:30
4.68
2847
-3.7
4023
-0.5
8143
1.43
6662
-1.2
792
-0.1
8747
0.09
2834
0.56
0868
0.03
2308
0.14
0728
0.52
7185
0.02
6677
0.31
6794
0.23
8653
-0.0
0539
0.29
5228
0.18
7616
-0.0
0743
-0.0
364
0.00
1935
0.00
2647
12/1
0/20
09 1
4:31
4.71
5395
-3.6
8133
-0.5
7961
1.45
3348
-1.1
1604
-0.1
7736
0.11
178
0.56
6477
0.03
1387
0.15
9745
0.54
9541
0.02
6907
0.32
4119
0.23
6744
-0.0
0603
0.29
7097
0.18
9511
-0.0
0743
-0.0
3066
-0.0
0581
0.00
1715
12/1
0/20
09 1
4:32
4.71
5395
-3.6
6993
-0.5
7883
1.50
1553
-1.2
4544
-0.1
8962
0.11
9358
0.54
0302
0.02
9057
0.17
3057
0.54
3952
0.02
5602
0.33
1444
0.23
8653
-0.0
0641
0.31
2046
0.18
5721
-0.0
0872
-0.0
2491
0.01
5484
0.00
2788
12/1
0/20
09 1
4:33
12.5
539
-24.
1342
-2.5
3253
11.4
1599
-22.
7304
-2.3
5707
5.50
6657
-17.
2067
-1.5
6787
-0.6
6175
-3.1
7868
-0.1
7374
0.06
0427
-0.1
661
-0.0
1564
0.25
0382
0.10
044
-0.0
1035
-0.0
4598
-0.0
1742
0.00
1972
12/1
0/20
09 1
4:34
31.7
3912
-26.
7524
-4.0
3759
46.2
9764
-30.
615
-5.3
0917
44.1
1209
-28.
6232
-5.0
2081
5.63
0199
-6.4
5947
-0.8
3453
-0.2
3438
-0.3
131
-0.0
0543
0.23
1697
0.09
665
-0.0
0932
-0.0
5365
-0.0
0968
0.00
3035
12/1
0/20
09 1
4:35
30.6
9612
-25.
994
-3.9
1324
45.9
0473
-30.
3503
-5.2
6378
44.9
0905
-28.
8444
-5.0
9109
6.15
3763
-6.6
5107
-0.8
839
-0.2
4903
-0.3
2646
-0.0
0535
0.22
6091
0.09
2859
-0.0
092
-0.0
4598
-0.0
1161
0.00
2373
12/1
0/20
09 1
4:36
30.1
8431
-25.
5986
-3.8
5062
45.7
3823
-30.
2067
-5.2
4237
45.3
219
-28.
9689
-5.1
2819
6.36
3204
-6.7
5152
-0.9
0529
-0.2
5635
-0.3
2264
-0.0
0458
0.22
6091
0.08
9069
-0.0
0946
-0.0
3832
00.
0026
4512
/10/
2009
14:
3729
.701
41-2
5.16
16-3
.787
1245
.476
32-2
9.94
39-5
.206
1545
.562
75-2
9.00
61-5
.147
386.
5802
7-6
.820
35-0
.925
03-0
.260
01-0
.326
46-0
.004
590.
2279
60.
0890
69-0
.009
59-0
.034
49-0
.015
480.
0013
1212
/10/
2009
14:
3829
.362
84-2
4.93
27-3
.747
9445
.332
28-2
9.87
86-5
.191
745
.717
59-2
9.03
77-5
.160
256.
7364
11-6
.861
27-0
.938
63-0
.258
18-0
.324
55-0
.004
580.
2298
280.
0928
59-0
.009
45-0
.032
570.
0019
350.
0023
8212
/10/
2009
14:
3929
.241
64-2
4.81
54-3
.731
4845
.236
87-2
9.78
16-5
.178
4245
.845
67-2
9.05
81-5
.170
56.
8449
5-6
.887
31-0
.947
92-0
.256
35-0
.330
28-0
.005
10.
2316
970.
0909
64-0
.009
71-0
.026
820.
0077
420.
0023
8612
/10/
2009
14:
4029
.220
48-2
4.69
62-3
.721
7945
.311
7-2
9.71
26-5
.178
8246
.029
19-2
9.04
51-5
.182
276.
9420
67-6
.900
33-0
.955
52-0
.249
03-0
.322
64-0
.005
080.
2335
650.
0871
74-0
.010
11-0
.024
910.
0038
710.
0019
8712
/10/
2009
14:
4129
.228
18-2
4.64
13-3
.718
5345
.240
61-2
9.57
47-5
.164
3946
.036
84-2
9.06
-5.1
8383
6.99
9195
-6.9
1522
-0.9
6049
-0.2
4536
-0.3
2646
-0.0
056
0.25
0382
0.08
7174
-0.0
1127
-0.0
1916
0.01
1613
0.00
2124
12/1
0/20
09 1
4:42
29.1
5701
-24.
507
-3.7
0435
45.1
9759
-29.
5448
-5.1
5936
46.1
1522
-29.
0804
-5.1
9065
7.07
1558
-6.9
4312
-0.9
6741
-0.2
4353
-0.3
2837
-0.0
0586
0.25
412
0.08
9069
-0.0
1139
-0.0
2108
0.00
9677
0.00
2123
12/1
0/20
09 1
4:43
29.0
7621
-20.
1248
-3.3
9627
44.0
3233
-25.
1535
-4.7
758
45.4
5571
-25.
2633
-4.8
8163
7.29
4367
-6.3
9994
-0.9
453
-0.2
1424
-0.2
711
-0.0
0393
0.25
5988
0.10
2335
-0.0
1061
-0.0
1341
0.02
129
0.00
2395
12/1
0/20
09 1
4:44
21.6
4496
-18.
9524
-2.8
0238
35.2
5775
-23.
1841
-4.0
3416
37.5
3289
-23.
2858
-4.1
9822
6.53
0763
-6.1
5437
-0.8
7564
-0.1
5381
-0.2
9019
-0.0
0941
0.27
2805
0.09
2859
-0.0
1242
-0.0
0383
0.02
7096
0.00
2135
12/1
0/20
09 1
4:45
30.3
5747
-24.
7832
-3.8
0628
47.7
6662
-30.
6896
-5.4
1572
49.0
1234
-30.
4946
-5.4
8825
7.73
2395
-7.3
3744
-1.0
4025
-0.2
417
-0.3
1501
-0.0
0506
0.26
720.
0947
55-0
.011
9-0
.009
580.
0251
610.
0023
9812
/10/
2009
14:
4627
.331
82-2
3.07
82-3
.479
7345
.128
38-2
9.34
34-5
.140
6847
.948
92-2
9.67
33-5
.358
157.
9723
74-7
.285
36-1
.053
22-0
.225
22-0
.294
01-0
.004
750.
2690
680.
0985
45-0
.011
770
0.00
9677
0.00
0668
12/1
0/20
09 1
4:47
26.7
7228
-22.
6448
-3.4
1119
44.3
0351
-28.
9127
-5.0
5401
47.3
6374
-29.
2923
-5.2
9146
7.99
3325
-7.2
3328
-1.0
5107
-0.2
1424
-0.2
8828
-0.0
0511
0.27
2805
0.10
6125
-0.0
1151
0.00
1916
0.03
8709
0.00
254
12/1
0/20
09 1
4:48
26.4
1274
-22.
4365
-3.3
7243
.791
08-2
8.51
36-4
.991
0946
.916
31-2
8.96
89-5
.238
257.
9971
34-7
.183
06-1
.047
87-0
.208
74-0
.280
64-0
.004
960.
2840
170.
1004
4-0
.012
670.
0019
160.
0348
380.
0022
7312
/10/
2009
14:
4926
.222
41-2
2.18
67-3
.341
6143
.360
98-2
8.19
28-4
.939
2546
.537
73-2
8.70
31-5
.193
777.
9914
2-7
.138
42-1
.044
39-0
.203
25-0
.276
82-0
.005
080.
2784
110.
1023
35-0
.012
150.
0038
320.
0425
80.
0026
7512
/10/
2009
14:
5025
.995
56-2
2.01
06-3
.313
843
.069
28-2
7.98
01-4
.904
4446
.256
69-2
8.48
19-5
.159
17.
9914
2-7
.095
64-1
.041
44-0
.195
93-0
.269
19-0
.005
060.
2896
230.
1099
15-0
.012
40.
0095
80.
0425
80.
0022
7812
/10/
2009
14:
5126
.028
24-2
1.98
98-3
.314
6242
.865
47-2
7.82
16-4
.879
4346
.031
1-2
8.33
7-5
.133
527.
9895
15-7
.052
86-1
.038
35-0
.184
94-0
.263
46-0
.005
420.
2914
910.
1080
2-0
.012
660.
0114
960.
0309
670.
0013
4412
/10/
2009
14:
5225
.837
92-2
1.80
24-3
.288
5442
.654
2-2
7.68
17-4
.855
1945
.832
29-2
8.17
52-5
.108
637.
9952
29-7
.017
52-1
.036
31-0
.179
45-0
.246
28-0
.004
610.
2970
970.
1156
01-0
.012
530.
0191
60.
0348
380.
0010
8212
/10/
2009
14:
5365
.128
25-5
2.66
33-8
.130
9813
2.04
83-8
4.63
88-1
4.95
7621
2.21
84-1
20.0
31-2
2.93
4779
.297
16-4
9.89
6-8
.918
02-3
.146
67-0
.492
550.
1832
10.
2802
80.
3638
670.
0057
70.
0172
440.
0329
030.
0010
8112
/10/
2009
14:
5462
.911
08-5
1.63
96-7
.907
2713
0.59
83-8
3.97
88-1
4.81
1921
2.05
27-1
19.7
17-2
2.90
1681
.066
02-5
0.27
39-9
.066
21-3
.298
55-0
.610
90.
1855
240.
2746
740.
3714
480.
0066
80.
0172
440.
0503
220.
0022
8312
/10/
2009
14:
5561
.964
47-5
0.96
77-7
.795
5412
9.90
77-8
3.33
34-1
4.71
9721
1.67
4-1
19.4
05-2
2.85
3981
.666
71-5
0.38
63-9
.115
43-3
.347
95-0
.668
170.
1849
820.
2672
0.37
3343
0.00
7327
0.02
2992
0.04
258
0.00
1352
12/1
0/20
09 1
4:56
61.2
5413
-50.
4124
-7.7
0818
129.
358
-83.
0291
-14.
6608
211.
3801
-119
.112
-22.
8134
82.0
2601
-50.
4453
-9.1
4431
-3.3
7357
-0.7
0444
0.18
4246
0.27
6543
0.37
3343
0.00
6682
0.02
4908
0.05
4193
0.00
2021
12/1
0/20
09 1
4:57
61.1
0511
-50.
2768
-7.6
8854
129.
1716
-82.
9554
-14.
6428
211.
3131
-119
.011
-22.
8018
82.2
9452
-50.
4841
-9.1
6552
-3.3
9919
-0.7
3307
0.18
4038
0.26
9068
0.37
5238
0.00
7329
0.02
6824
0.05
2257
0.00
1756
12/1
0/20
09 1
4:58
60.9
9673
-50.
1846
-7.6
7469
129.
0746
-82.
8115
-14.
6262
211.
2914
-118
.953
-22.
7963
82.5
1669
-50.
5283
-9.1
8391
-3.4
0651
-0.7
5216
0.18
3226
0.26
720.
3809
240.
0078
50.
0287
40.
0541
930.
0017
5712
/10/
2009
14:
5961
.072
21-5
0.25
61-7
.684
8312
9.07
46-8
2.90
93-1
4.63
2921
1.31
11-1
18.8
89-2
2.79
3282
.700
23-5
0.55
41-9
.198
36-3
.419
32-0
.767
430.
1830
560.
2690
680.
3828
190.
0078
520.
0325
720.
0619
350.
0020
2712
/10/
2009
15:
0061
.048
99-5
0.32
39-7
.687
9112
9.04
6-8
2.92
22-1
4.63
1921
1.34
07-1
18.8
18-2
2.79
0482
.856
72-5
0.57
25-9
.210
43-3
.424
81-0
.778
890.
1826
440.
2672
0.38
661
0.00
8243
0.03
2572
0.06
1935
0.00
2027
12/1
0/20
09 1
5:01
61.0
5092
-50.
2599
-7.6
8363
129.
0061
-82.
6917
-14.
6132
211.
3289
-118
.741
-22.
7843
82.9
9969
-50.
5854
-9.2
2119
-3.4
3396
-0.7
808
0.18
3144
0.26
720.
3885
050.
0083
740.
0383
20.
0677
410.
0020
3112
/10/
2009
15:
0260
.847
72-5
0.19
02-7
.664
7912
8.76
45-8
2.73
41-1
4.59
9421
1.12
77-1
18.6
03-2
2.76
0883
.057
66-5
0.61
86-9
.227
48-3
.448
6-0
.805
610.
1824
410.
2672
0.38
4714
0.00
8112
0.04
0237
0.06
9676
0.00
2032
12/1
0/20
09 1
5:03
60.9
5803
-50.
1902
-7.6
724
128.
7132
-82.
6751
-14.
5918
211.
0962
-118
.608
-22.
759
83.1
4074
-50.
6186
-9.2
3322
-3.4
5225
-0.8
1516
0.18
2035
0.26
3462
0.38
661
0.00
8501
0.04
4069
0.07
1612
0.00
1901
12/1
0/20
09 1
5:04
60.9
1545
-50.
1639
-7.6
6765
128.
7151
-82.
6031
-14.
587
211.
0449
-118
.542
-22.
7509
83.2
3155
-50.
626
-9.2
4-3
.457
74-0
.818
970.
1821
510.
2709
370.
3922
950.
0083
770.
0421
530.
0735
470.
0021
6712
/10/
2009
15:
0560
.615
49-5
0.32
76-7
.658
2512
8.24
72-8
2.90
37-1
4.57
5521
0.53
81-1
18.7
47-2
2.73
0183
.105
96-5
0.76
43-9
.240
87-3
.496
17-0
.876
240.
1808
50.
2578
570.
3790
290.
0083
640.
0402
370.
0696
760.
0020
32
8A1
8B1
8A2
8B2
8A3
8B3
8A4
8B4
8A8
8B8
8A8
8B8
8A8
8B8
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
TAB
LE E
.9 S
train
gag
e m
easu
rem
ents
for p
ile 8
202
12/1
0/20
09 1
5:06
60.7
5483
-50.
4312
-7.6
7501
128.
2986
-82.
8613
-14.
5761
210.
5164
-118
.69
-22.
7247
83.1
6006
-50.
7643
-9.2
446
-3.5
0349
-0.8
896
0.18
0433
0.25
7857
0.38
0924
0.00
8495
0.03
6404
0.06
9676
0.00
2297
12/1
0/20
09 1
5:07
60.7
3548
-50.
3521
-7.6
6822
128.
2396
-82.
8152
-14.
5688
210.
4592
-118
.606
-22.
7149
83.2
1996
-50.
7643
-9.2
4874
-3.5
1081
-0.8
9915
0.18
0279
0.26
5331
0.38
8505
0.00
8503
0.03
832
0.06
5806
0.00
1897
12/1
0/20
09 1
5:08
60.7
3548
-50.
2448
-7.6
6081
128.
175
-82.
758
-14.
5604
210.
3251
-118
.416
-22.
6926
83.2
644
-50.
7458
-9.2
5053
-3.5
1264
-0.9
0869
0.17
9747
0.26
3462
0.39
040.
0087
620.
0383
20.
0696
760.
0021
6412
/10/
2009
15:
0993
.934
68-7
7.13
31-1
1.80
8619
6.78
65-1
30.8
69-2
2.61
7632
9.48
98-2
02.1
52-3
6.69
8514
1.26
87-8
9.25
82-1
5.91
29-4
.967
10.
3016
60.
3636
950.
3624
980.
8339
010.
0325
40.
0555
650.
0909
670.
0024
4412
/10/
2009
15:
1095
.110
98-7
6.50
2-1
1.84
6220
1.67
76-1
31.5
68-2
3.00
3533
7.38
3-2
02.5
97-3
7.27
414
8.15
4-9
0.48
67-1
6.47
3-5
.349
390.
0706
40.
3741
370.
3512
860.
8433
770.
0339
680.
0517
330.
0909
670.
0027
0812
/10/
2009
15:
1194
.429
32-7
6.05
44-1
1.76
8220
1.03
72-1
31.1
24-2
2.92
8733
6.96
15-2
02.1
36-3
7.21
3114
8.80
52-9
0.67
14-1
6.53
07-5
.422
56-0
.021
0.37
2862
0.33
4469
0.83
9587
0.03
4868
0.04
9817
0.07
3547
0.00
1638
12/1
0/20
09 1
5:12
94.1
6836
-75.
8915
-11.
739
200.
7673
-130
.968
-22.
8992
336.
7981
-201
.932
-37.
1878
149.
1084
-90.
7938
-16.
5601
-5.4
6645
-0.0
7446
0.37
2202
0.33
4469
0.84
5273
0.03
526
0.04
7901
0.07
5483
0.00
1904
12/1
0/20
09 1
5:13
93.9
6194
-75.
7753
-11.
7167
200.
5841
-130
.882
-22.
8806
336.
7295
-201
.803
-37.
1741
149.
3979
-90.
8779
-16.
5859
-5.4
9389
-0.1
1646
0.37
1196
0.34
0075
0.84
9064
0.03
5135
0.04
9817
0.07
7418
0.00
1905
12/1
0/20
09 1
5:14
93.7
9447
-75.
6892
-11.
6992
200.
4375
-130
.849
-22.
8682
336.
665
-201
.751
-37.
1661
149.
6326
-90.
9364
-16.
6061
-5.5
195
-0.1
451
0.37
0987
0.33
0732
0.85
2854
0.03
6041
0.04
4069
0.08
7096
0.00
297
12/1
0/20
09 1
5:15
93.6
7959
-75.
5936
-11.
6847
200.
3353
-130
.723
-22.
8525
336.
6166
-201
.625
-37.
1541
149.
8321
-90.
9821
-16.
6231
-5.5
3779
-0.1
7182
0.37
0405
0.33
4469
0.84
9064
0.03
5522
0.04
5985
0.07
7418
0.00
217
12/1
0/20
09 1
5:16
93.6
0559
-75.
5075
-11.
6736
200.
2524
-130
.621
-22.
8397
336.
5904
-201
.573
-37.
1487
150.
0043
-91.
0242
-16.
6378
-5.5
5242
-0.1
8901
0.37
0229
0.32
8863
0.85
475
0.03
6301
0.04
5985
0.07
3547
0.00
1903
12/1
0/20
09 1
5:17
93.5
0045
-75.
3876
-11.
6581
200.
1907
-130
.559
-22.
8311
336.
5702
-201
.498
-37.
1421
150.
153
-91.
0571
-16.
6504
-5.5
6522
-0.2
1764
0.36
9136
0.33
260.
8623
310.
0365
670.
0421
530.
0793
540.
0025
6812
/10/
2009
15:
1893
.401
14-7
5.34
64-1
1.64
8420
0.11
36-1
30.6
06-2
2.82
9133
6.54
6-2
01.4
01-3
7.13
3715
0.28
99-9
1.08
63-1
6.66
19-5
.576
2-0
.227
190.
3692
340.
3624
980.
8661
220.
0347
640.
0440
690.
0929
020.
0033
7112
/10/
2009
15:
1993
.336
89-7
5.26
96-1
1.63
8720
0.05
57-1
30.5
33-2
2.82
0133
6.53
39-2
01.3
01-3
7.12
615
0.41
51-9
1.11
19-1
6.67
23-5
.583
51-0
.242
460.
3686
850.
3307
320.
8718
080.
0373
50.
0364
040.
0909
670.
0037
6612
/10/
2009
15:
2012
7.58
98-1
02.1
24-1
5.85
6926
8.00
96-1
80.3
28-3
0.94
8144
8.43
73-2
88.1
07-5
0.84
2620
6.09
1-1
29.3
41-2
3.15
44-6
.274
821.
1475
460.
5123
560.
4260
311.
3589
490.
0643
980.
0593
970.
1161
280.
0039
1612
/10/
2009
15:
2112
7.10
39-1
01.5
25-1
5.78
1926
9.91
6-1
80.7
77-3
1.11
0745
2.95
76-2
90.2
77-5
1.30
4421
0.50
19-1
31.2
81-2
3.59
28-6
.510
730.
9623
180.
5158
540.
4054
761.
3854
870.
0676
490.
0593
970.
1025
80.
0029
8112
/10/
2009
15:
2212
6.37
7-1
01.1
26-1
5.70
4226
9.52
53-1
80.5
66-3
1.06
9245
2.77
24-2
90.0
94-5
1.27
921
1.17
25-1
31.6
92-2
3.66
74-6
.525
360.
8420
180.
5085
590.
4484
551.
3873
830.
0648
130.
0555
650.
1006
440.
0031
1212
/10/
2009
15:
2312
5.79
91-1
01.1
48-1
5.66
5826
9.06
23-1
80.6
8-3
1.04
5145
2.48
24-2
90.3
4-5
1.27
621
1.42
96-1
32.1
14-2
3.71
43-6
.624
10.
7274
50.
5074
670.
4353
751.
3741
130.
0648
0.03
6404
0.10
8386
0.00
4969
12/1
0/20
09 1
5:24
125.
4975
-101
.01
-15.
6355
268.
8201
-180
.555
-31.
0197
452.
3466
-290
.179
-51.
2555
211.
7402
-132
.277
-23.
747
-6.6
7347
0.64
9163
0.50
5471
0.42
4163
1.37
2218
0.06
5443
0.03
6404
0.09
4838
0.00
4034
12/1
0/20
09 1
5:25
125.
1116
-100
.535
-15.
5761
268.
6775
-180
.188
-30.
9846
452.
252
-289
.72
-51.
2173
211.
9954
-132
.279
-23.
7648
-6.7
0639
0.63
7706
0.50
6952
0.42
0425
1.38
7383
0.06
6748
0.03
4488
0.11
6128
0.00
5635
12/1
0/20
09 1
5:26
125.
4642
-100
.555
-15.
6018
268.
8553
-179
.999
-30.
9838
452.
5091
-289
.558
-51.
2238
212.
407
-132
.355
-23.
7984
-6.7
0273
0.60
5246
0.50
4459
0.42
2294
1.39
4965
0.06
7142
0.03
0656
0.11
4192
0.00
5766
12/1
0/20
09 1
5:27
125.
3486
-100
.412
-15.
5839
268.
7186
-179
.867
-30.
9652
452.
4495
-289
.433
-51.
2111
212.
5949
-132
.426
-23.
8163
-6.7
2467
0.58
2334
0.50
4392
0.42
4163
1.39
1174
0.06
6751
0.03
6404
0.11
6128
0.00
5503
12/1
0/20
09 1
5:28
125.
3897
-100
.183
-15.
5709
268.
5174
-179
.632
-30.
9351
452.
433
-289
.259
-51.
198
212.
8027
-132
.456
-23.
8327
-6.7
3016
0.55
3693
0.50
2794
0.42
2294
1.40
0652
0.06
7535
0.03
6404
0.11
6128
0.00
5503
12/1
0/20
09 1
5:29
125.
186
-100
.153
-15.
5548
268.
6014
-179
.507
-30.
9323
452.
4207
-289
.175
-51.
1913
212.
955
-132
.524
-23.
8479
-6.7
4844
0.53
4599
0.50
2738
0.42
0425
1.39
8756
0.06
7533
0.03
832
0.12
5805
0.00
6039
12/1
0/20
09 1
5:30
125.
0861
-100
.035
-15.
5398
268.
5193
-179
.498
-30.
926
452.
3857
-289
.124
-51.
1853
213.
0955
-132
.562
-23.
8602
-6.7
5759
0.51
1686
0.50
1788
0.42
791.
4025
470.
0672
790.
0325
720.
1199
990.
0060
3512
/10/
2009
15:
3112
5.00
58-9
9.90
32-1
5.52
5126
8.50
96-1
79.3
49-3
0.91
545
2.35
07-2
89.1
04-5
1.18
1621
3.21
23-1
32.6
2-2
3.87
23-6
.766
730.
4887
740.
5008
370.
4222
941.
4082
340.
0680
580.
0325
720.
1199
990.
0060
3512
/10/
2009
15:
3212
5.03
33-9
9.92
55-1
5.52
8626
8.45
49-1
79.3
45-3
0.91
145
2.34
04-2
89.0
57-5
1.17
7621
3.33
3-1
32.6
54-2
3.88
3-6
.774
040.
4734
990.
5002
880.
4297
691.
4139
210.
0679
350.
0306
560.
1296
760.
0068
3512
/10/
2009
15:
3312
4.99
02-9
9.92
93-1
5.52
5926
8.42
95-1
79.4
44-3
0.91
6145
2.34
45-2
89.0
01-5
1.17
421
3.45
57-1
32.6
92-2
3.89
41-6
.777
70.
4620
430.
4997
490.
4279
1.41
9608
0.06
8456
0.03
4488
0.13
5483
0.00
6972
12/1
0/20
09 1
5:34
124.
9138
-99.
8733
-15.
5167
268.
4022
-179
.368
-30.
909
452.
3384
-288
.932
-51.
1688
213.
5527
-132
.726
-23.
9032
-6.7
8867
0.45
2496
0.49
9848
0.42
6031
1.41
3921
0.06
8193
0.03
4488
0.12
9676
0.00
6571
12/1
0/20
09 1
5:35
145.
4624
-125
.019
-18.
671
306.
0445
-226
.895
-36.
7881
519.
0509
-374
.653
-61.
6911
244.
277
-166
.436
-28.
351
-6.8
8376
1.86
1789
0.60
3692
0.50
4515
1.87
4572
0.09
4573
0.04
9817
0.15
0967
0.00
6982
12/1
0/20
09 1
5:36
157.
5959
-125
.466
-19.
5394
333.
0533
-229
.115
-38.
8057
560.
8409
-378
.225
-64.
8224
266.
0518
-170
.391
-30.
127
-7.4
2131
1.43
9725
0.61
1664
0.50
2646
1.92
3862
0.09
8105
0.05
9397
0.13
7418
0.00
5386
12/1
0/20
09 1
5:37
156.
7881
-124
.954
-19.
4483
332.
3913
-228
.725
-38.
7331
560.
4493
-377
.862
-64.
7703
266.
8409
-170
.979
-30.
2221
-7.5
2918
1.25
8305
0.60
6587
0.47
8353
1.92
7654
0.10
0043
0.06
1313
0.14
1289
0.00
5521
12/1
0/20
09 1
5:38
156.
2996
-124
.643
-19.
3931
332.
0652
-228
.515
-38.
696
560.
3488
-377
.707
-64.
7526
267.
2784
-171
.327
-30.
2763
-7.5
8585
1.13
9908
0.60
2327
0.46
7142
1.92
5758
0.10
0686
0.06
5145
0.15
8709
0.00
6459
12/1
0/20
09 1
5:39
155.
945
-124
.546
-19.
3619
331.
8084
-228
.415
-38.
6714
560.
2022
-377
.476
-64.
7266
267.
6241
-171
.568
-30.
3168
-7.6
2607
1.05
9705
0.59
9567
0.46
1536
1.93
7133
0.10
1858
0.06
7061
0.16
0644
0.00
646
12/1
0/20
09 1
5:40
155.
7756
-124
.402
-19.
3402
331.
6266
-228
.348
-38.
6543
560.
0996
-377
.286
-64.
7064
267.
8878
-171
.733
-30.
3464
-7.6
5532
0.99
8599
0.59
7368
0.45
0324
1.94
0925
0.10
2894
0.07
4725
0.15
4838
0.00
553
12/1
0/20
09 1
5:41
155.
5846
-124
.239
-19.
3158
331.
4606
-228
.141
-38.
6285
560.
0577
-377
.166
-64.
6952
268.
1156
-171
.873
-30.
3718
-7.6
7909
0.93
9403
0.59
4922
0.44
8455
1.94
6612
0.10
3416
0.08
2389
0.17
2257
0.00
6203
12/1
0/20
09 1
5:42
155.
4171
-124
.075
-19.
293
331.
2966
-228
.084
-38.
6132
559.
9656
-377
.059
-64.
6815
268.
2795
-172
.017
-30.
393
-7.7
0469
0.87
8299
0.59
2471
0.44
4718
1.95
2299
0.10
4066
0.09
197
0.15
4838
0.00
434
12/1
0/20
09 1
5:43
155.
3108
-123
.994
-19.
2833
1.17
02-2
27.8
09-3
8.58
5555
9.89
65-3
76.8
85-6
4.66
4726
8.46
53-1
72.0
83-3
0.41
04-7
.708
340.
8496
560.
5907
460.
4521
921.
9579
870.
1039
430.
0958
020.
1858
060.
0062
1312
/10/
2009
15:
4415
5.20
25-1
23.8
81-1
9.26
4733
1.05
96-2
27.7
35-3
8.57
2855
9.82
74-3
76.7
71-6
4.65
2126
8.60
72-1
72.1
64-3
0.42
58-7
.721
140.
8152
850.
5892
570.
4465
861.
9617
780.
1045
920.
1015
50.
1741
930.
0050
1412
/10/
2009
15:
4515
5.11
38-1
26.0
69-1
9.40
9633
0.95
29-2
32.7
21-3
8.90
9655
9.77
92-3
87.7
6-6
5.40
7326
8.73
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75.9
7-3
0.69
72-7
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111.
1055
350.
6100
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4484
552.
0622
570.
1113
980.
1111
30.
1761
280.
0044
8712
/10/
2009
15:
4618
5.39
61-1
47.9
96-2
3.01
3639
4.23
95-2
78.2
13-4
6.41
8565
7.23
87-4
64.8
89-7
7.45
8931
8.08
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11.4
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6.55
55-8
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6477
230.
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5514
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1403
910.
1322
070.
1916
130.
0041
0112
/10/
2009
15:
4718
3.63
6-1
47.1
82-2
2.83
5939
2.91
3-2
77.4
09-4
6.27
1465
5.97
98-4
63.8
57-7
7.30
0731
7.60
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12.7
23-3
6.60
8-8
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060.
5861
520.
6270
70.
4241
632.
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470.
1488
040.
1341
230.
1916
130.
0039
6812
/10/
2009
15:
4818
2.81
05-1
46.6
02-2
2.73
8939
2.34
17-2
76.9
87-4
6.20
2865
5.63
33-4
63.3
88-7
7.24
4431
7.80
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13.3
5-3
6.66
47-8
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80.
3570
30.
6173
10.
3942
652.
5912
230.
1516
530.
1322
070.
1935
480.
0042
3412
/10/
2009
15:
4918
2.43
05-1
46.4
42-2
2.70
1639
1.95
22-2
76.7
98-4
6.16
2865
5.45
68-4
62.9
91-7
7.20
4931
8.01
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13.7
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6.70
54-8
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320.
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6103
110.
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372.
5950
160.
1493
350.
1360
390.
2148
390.
0054
3912
/10/
2009
15:
5018
2.01
29-1
46.1
37-2
2.65
1739
1.70
26-2
76.4
56-4
6.12
2165
5.25
7-4
62.6
77-7
7.16
9431
8.24
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14.0
24-3
6.74
2-8
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6051
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632.
6063
920.
1506
360.
1437
030.
2129
030.
0047
7712
/10/
2009
15:
5118
1.70
81-1
45.8
8-2
2.61
339
1.53
28-2
76.3
13-4
6.10
0565
5.15
71-4
62.4
46-7
7.14
6531
8.45
79-2
14.2
66-3
6.77
32-8
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260.
0019
090.
6012
510.
4260
312.
6082
880.
1506
380.
1475
350.
2148
390.
0046
4612
/10/
2009
15:
5218
1.36
97-1
45.4
89-2
2.56
2639
1.33
71-2
76.1
51-4
6.07
5765
5.18
04-4
62.3
92-7
7.14
4431
8.71
99-2
14.5
08-3
6.80
8-8
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19-0
.084
0.59
6834
0.41
1082
2.61
9664
0.15
2455
0.15
7116
0.20
5161
0.00
3317
12/1
0/20
09 1
5:53
181.
4113
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5591
391.
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931
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1572
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0.59
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0.41
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2.63
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0.15
3248
0.16
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0.21
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0.00
3458
12/1
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5:54
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2.63
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0.39
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2.65
0001
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5581
0.19
1605
0.23
4194
0.00
294
8A1
8B1
8A2
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12/1
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12/1
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1858
570.
2554
850.
0048
0612
/10/
2009
16:
0117
9.94
12-1
44.3
69-2
2.38
6739
0.50
64-2
76.2
05-4
6.02
2265
4.17
71-4
61.0
72-7
6.98
432
0.17
56-2
15.6
43-3
6.98
68-8
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730.
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650.
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430.
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70.
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0032
1212
/10/
2009
16:
0219
8.47
34-1
69.6
55-2
5.41
1442
6.09
72-3
27.1
42-5
1.99
571
8.31
01-5
48.4
7-8
7.44
434
6.89
61-2
51.8
91-4
1.33
35-8
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560.
1317
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12/1
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6:03
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0.56
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0.38
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3.29
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0.20
6934
0.24
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0.00
2683
12/1
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6:04
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12/1
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6:05
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12/1
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6:06
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12/1
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6:07
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12/1
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3.30
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5437
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0.00
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12/1
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6:09
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0.48
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3.32
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4043
0.19
5437
0.25
3549
0.00
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12/1
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6:10
195.
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6726
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7537
751.
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5069
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0.47
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0.22
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3.33
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0.21
5089
0.19
7354
0.25
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0.00
428
12/1
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09 1
6:11
195.
8182
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7317
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4816
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0.47
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3.33
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12/1
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09 1
6:12
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717
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751.
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2179
430.
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2612
920.
0045
4612
/10/
2009
16:
1321
7.15
52-1
95.4
38-2
8.48
0746
1.76
33-3
79.9
49-5
8.10
2282
9.78
59-6
35.6
04-1
01.1
5441
0.17
79-3
03.1
35-4
9.23
9-1
0.05
33-3
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4655
210.
3083
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930.
250.
2145
980.
2709
690.
0038
9112
/10/
2009
16:
1422
3.43
03-1
93.1
18-2
8.75
3748
0.37
69-3
79.3
56-5
9.34
6184
9.54
26-6
34.5
98-1
02.4
4842
9.65
48-3
08.5
2-5
0.95
51-1
0.45
35-5
.459
280.
3447
44-0
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684.
0001
730.
2774
160.
2050
180.
2709
690.
0045
5312
/10/
2009
16:
1522
1.98
69-1
92.4
43-2
8.60
7547
9.77
25-3
78.3
77-5
9.23
6884
7.59
39-6
33.6
79-1
02.2
543
1.38
68-3
09.6
24-5
1.15
09-1
0.52
29-6
.183
950.
2995
14-0
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954.
0627
590.
2912
80.
1954
370.
2438
720.
0033
4312
/10/
2009
16:
1622
0.80
5-1
92.3
26-2
8.51
7847
9.15
4-3
77.9
78-5
9.16
6684
6.86
71-6
33.1
94-1
02.1
6743
2.11
01-3
10.3
39-5
1.25
02-1
0.64
17-6
.689
260.
2728
32-0
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344.
0703
460.
2963
180.
1877
730.
2400
010.
0036
0512
/10/
2009
16:
1722
0.35
67-1
92.1
58-2
8.47
5347
8.96
74-3
77.7
83-5
9.14
0384
6.28
48-6
32.6
17-1
02.0
8643
2.75
54-3
10.8
07-5
1.32
71-1
0.69
47-7
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480.
2542
46-0
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634.
0646
560.
2976
020.
1762
770.
2477
430.
0049
3312
/10/
2009
16:
1821
9.95
81-1
92.1
01-2
8.44
3947
8.68
56-3
77.5
5-5
9.10
4784
6.00
47-6
32.1
6-1
02.0
3643
3.25
28-3
11.1
47-5
1.38
48-1
0.73
12-7
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70.
2401
86-0
.276
534.
0817
250.
3008
440.
1781
930.
2400
010.
0042
6712
/10/
2009
16:
1921
9.82
06-1
91.4
63-2
8.39
0347
8.69
98-3
76.6
83-5
9.04
5884
6.02
87-6
31.5
5-1
01.9
9543
3.82
22-3
11.3
16-5
1.43
58-1
0.73
12-7
.398
50.
2300
53-0
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744.
1044
840.
3031
890.
1781
930.
2593
560.
0056
0312
/10/
2009
16:
2021
9.60
94-1
91.5
29-2
8.38
0347
8.68
36-3
76.2
87-5
9.01
7484
6.83
64-6
31.2
51-1
02.0
343
4.26
21-3
11.5
4-5
1.48
17-1
0.73
67-7
.545
30.
2202
99-0
.300
824.
1177
610.
3050
080.
1781
930.
2612
920.
0057
3612
/10/
2009
16:
2121
9.41
62-1
91.4
32-2
8.36
0247
8.57
61-3
76.0
09-5
8.99
0884
8.14
56-6
31.0
06-1
02.1
0443
4.59
51-3
11.7
44-5
1.51
87-1
0.75
13-7
.680
650.
2119
64-0
.315
764.
1310
370.
3069
560.
1801
090.
2612
920.
0056
0412
/10/
2009
16:
2221
9.25
68-1
91.4
06-2
8.34
7547
8.51
12-3
75.6
78-5
8.96
3484
8.58
35-6
30.7
42-1
02.1
1643
4.93
85-3
11.9
18-5
1.55
44-1
0.76
23-7
.791
220.
2050
89-0
.323
244.
1348
30.
3077
340.
1839
410.
2535
490.
0048
0512
/10/
2009
16:
2321
9.20
1-1
91.3
18-2
8.33
7647
8.52
74-3
75.4
7-5
8.95
0384
8.78
06-6
30.5
64-1
02.1
1743
5.23
25-3
12.0
95-5
1.58
7-1
0.77
32-7
.897
970.
1984
77-0
.334
454.
1386
230.
3087
70.
1877
730.
2651
630.
0053
4212
/10/
2009
16:
2421
8.98
58-1
91.2
3-2
8.31
6647
8.48
89-3
75.2
06-5
8.92
9384
8.84
85-6
30.3
81-1
02.1
0943
5.48
54-3
12.2
4-5
1.61
44-1
0.78
24-7
.991
370.
1926
6-0
.345
664.
1500
030.
3103
290.
1896
890.
2593
560.
0048
0912
/10/
2009
16:
2521
9.10
34-1
91.2
16-2
8.32
3747
8.53
96-3
75.1
78-5
8.93
0984
8.86
6-6
30.1
86-1
02.0
9743
5.70
54-3
12.3
88-5
1.63
98-1
0.79
33-8
.080
960.
1872
32-0
.355
4.14
8106
0.31
0843
0.19
5437
0.26
3227
0.00
4679
12/1
0/20
09 1
6:26
218.
9041
-191
.212
-28.
3097
478.
4788
-374
.937
-58.
9184
8.89
23-6
30.0
19-1
02.0
8743
5.93
37-3
12.5
2-5
1.66
47-1
0.80
07-8
.162
930.
1820
78-0
.355
4.15
0003
0.31
0974
0.19
5437
0.27
484
0.00
5481
12/1
0/20
09 1
6:27
218.
8225
-191
.221
-28.
3047
478.
4423
-374
.945
-58.
9081
848.
8923
-629
.849
-102
.075
436.
1434
-312
.647
-51.
6879
-10.
808
-8.2
3727
0.17
7451
-0.3
6621
4.15
9486
0.31
2402
0.19
927
0.28
2583
0.00
5751
12/1
0/20
09 1
6:28
218.
695
-191
.232
-28.
2967
478.
4038
-374
.8-5
8.89
5484
8.86
16-6
29.6
99-1
02.0
6343
6.33
47-3
12.7
62-5
1.70
9-1
0.81
16-8
.305
890.
1729
67-0
.371
814.
1651
760.
3131
820.
2050
180.
2806
470.
0052
2112
/10/
2009
16:
2921
8.58
34-1
91.1
9-2
8.28
6147
8.39
57-3
74.7
5-5
8.89
1484
8.87
91-6
29.5
53-1
02.0
5443
6.52
39-3
12.8
61-5
1.72
9-1
0.81
53-8
.368
790.
1688
77-0
.375
554.
1803
490.
3144
870.
2165
140.
2748
40.
0040
2612
/10/
2009
16:
3021
8.62
52-1
91.2
72-2
8.29
4747
8.42
-374
.724
-58.
8913
848.
8791
-629
.439
-102
.046
436.
6843
-312
.983
-51.
7484
-10.
8244
-8.4
355
0.16
4902
-0.3
7555
4.19
5522
0.31
5535
0.22
0347
0.29
6131
0.00
5231
12/1
0/20
09 1
6:31
231.
1537
-211
.483
-30.
5546
500.
1816
-417
.243
-63.
3285
891.
0916
-704
.679
-110
.154
456.
7653
-343
.198
-55.
2203
-10.
6819
-7.7
4165
0.20
2961
-0.2
784
4.65
8321
0.34
0774
0.22
8011
0.31
1616
0.00
5771
12/1
0/20
09 1
6:32
247.
0268
-217
.37
-32.
0566
540.
1069
-430
.82
-67.
0217
947.
5295
-723
.608
-115
.356
499.
768
-360
.564
-59.
3875
-11.
4565
-9.5
066
0.13
46-0
.375
554.
9580
250.
3681
690.
2510
040.
3000
020.
0033
8212
/10/
2009
16:
3324
4.97
09-2
16.4
22-3
1.84
9353
9.39
6-4
29.5
51-6
6.88
594
5.97
25-7
21.5
9-1
15.1
0950
5.08
79-3
61.5
26-5
9.82
11-1
1.56
43-1
0.22
690.
0923
19-0
.437
24.
9883
750.
3745
20.
2548
370.
2980
670.
0029
8412
/10/
2009
16:
3424
3.87
22-2
16.0
52-3
1.74
7953
8.83
88-4
29.1
05-6
6.81
5794
5.61
49-7
20.4
08-1
15.0
0350
6.39
41-3
62.3
32-5
9.96
69-1
1.61
18-1
0.64
420.
0667
94-0
.478
315.
0244
170.
3798
450.
2567
530.
3096
80.
0036
5412
/10/
2009
16:
3524
3.17
39-2
15.7
83-3
1.68
1153
8.53
36-4
28.6
27-6
6.76
1794
5.75
04-7
19.6
46-1
14.9
650
7.24
09-3
62.8
72-6
0.06
27-1
1.64
83-1
0.95
090.
0481
42-0
.517
545.
0225
20.
3824
230.
2625
010.
3154
870.
0036
5812
/10/
2009
16:
3624
2.64
57-2
15.5
74-3
1.63
0253
8.30
82-4
28.3
32-6
6.72
5894
5.63
27-7
18.8
21-1
14.8
9551
2.81
09-3
63.2
28-6
0.47
17-1
1.66
66-1
1.18
710.
0330
97-0
.538
095.
0433
870.
3852
820.
2663
330.
3135
510.
0032
5912
/10/
2009
16:
3724
2.29
36-2
15.4
35-3
1.59
6453
8.20
99-4
28.0
13-6
6.69
794
5.47
06-7
18.1
91-1
14.8
451
4.1
-363
.534
-60.
5818
-11.
6867
-11.
3814
0.02
1071
-0.5
5864
5.06
615
0.38
8271
0.26
8249
0.31
9358
0.00
3528
12/1
0/20
09 1
6:38
242.
0015
-215
.315
-31.
5679
538.
0932
-427
.793
-66.
6737
945.
3173
-717
.662
-114
.793
514.
9145
-363
.809
-60.
657
-11.
7031
-11.
4881
0.01
4842
-0.5
7359
5.06
615
0.38
9303
0.27
3998
0.32
710.
0036
6612
/10/
2009
16:
3924
1.75
75-2
15.1
66-3
1.54
0853
8.05
84-4
27.6
02-6
6.65
8294
5.18
63-7
17.2
99-1
14.7
5951
5.49
15-3
64.0
48-6
0.71
34-1
1.71
41-1
1.62
530.
0061
31-0
.581
065.
0870
170.
3912
590.
2778
30.
3232
290.
0031
3412
/10/
2009
16:
4024
1.53
74-2
15.0
55-3
1.51
7953
8.00
1-4
27.3
94-6
6.63
9894
5.07
08-7
16.9
18-1
14.7
2551
5.95
61-3
64.2
7-6
0.76
07-1
1.72
5-1
1.75
1-0
.001
79-0
.597
885.
1040
890.
3935
990.
2835
780.
3367
780.
0036
7212
/10/
2009
16:
4124
1.33
34-2
14.9
64-3
1.49
7653
7.94
37-4
27.1
57-6
6.61
9594
4.96
87-7
16.6
91-1
14.7
0251
6.34
57-3
64.4
21-6
0.79
81-1
1.72
87-1
1.86
91-0
.009
69-0
.601
615.
1002
950.
3935
950.
2931
590.
3406
490.
0032
7812
/10/
2009
16:
4224
1.17
94-2
16.6
96-3
1.60
6553
7.88
84-4
30.2
35-6
6.82
8294
4.90
21-7
23.0
25-1
15.1
3551
6.69
37-3
66.5
86-6
0.97
15-1
1.73
6-1
1.77
38-0
.002
61-0
.607
225.
1723
810.
3989
570.
2989
070.
3445
20.
0031
4912
/10/
2009
16:
4327
3.81
91-2
45.2
67-3
5.83
1863
4.43
56-4
85.0
45-7
7.27
6110
43.6
7-8
09.7
54-1
27.9
3957
8.13
44-4
09.2
65-6
8.15
87-1
1.57
71-1
2.22
34-0
.044
61-0
.889
325.
9558
990.
4725
150.
3180
690.
3058
09-0
.000
8512
/10/
2009
16:
4426
9.89
17-2
43.1
33-3
5.41
3463
5.16
62-4
82.3
68-7
7.14
1810
42.3
12-8
06.5
25-1
27.6
2358
2.59
08-4
11.6
36-6
8.63
-11.
6191
-13.
1204
-0.1
0363
-1.1
1162
6.03
938
0.49
3623
0.31
0404
0.29
4196
-0.0
0112
12/1
0/20
09 1
6:45
268.
1028
-242
.335
-35.
2348
634.
5813
-481
.32
-77.
0291
1041
.031
-805
.104
-127
.436
583.
9618
-412
.58
-68.
7899
-11.
7031
-13.
6136
-0.1
3188
-1.1
9382
6.10
389
0.50
375
0.30
8488
0.28
8389
-0.0
0139
12/1
0/20
09 1
6:46
267.
5462
-241
.948
-35.
1696
634.
3711
-480
.746
-76.
9749
1040
.484
-803
.951
-127
.319
584.
8402
-413
.26
-68.
8974
-11.
747
-13.
9601
-0.1
5277
-1.2
3491
6.14
1836
0.50
9206
0.31
6152
0.30
1938
-0.0
0098
12/1
0/20
09 1
6:47
266.
9092
-241
.584
-35.
1006
633.
984
-480
.325
-76.
9191
1040
.689
-802
.176
-127
.21
585.
6154
-413
.693
-68.
9808
-11.
7762
-14.
2343
-0.1
6968
-1.2
6106
6.15
5118
0.51
1928
0.31
6152
0.29
6131
-0.0
0138
12/1
0/20
09 1
6:48
266.
3226
-241
.193
-35.
0331
633.
7572
-480
.187
-76.
894
1040
.457
-801
.521
-127
.149
586.
1906
-414
.124
-69.
0503
-11.
8018
-14.
4532
-0.1
8303
-1.2
7974
6.17
5989
0.51
4659
0.31
8069
0.30
968
-0.0
0058
12/1
0/20
09 1
6:49
266.
0353
-241
.117
-35.
008
633.
5803
-479
.695
-76.
8478
1040
.106
-800
.986
-127
.088
586.
6184
-414
.465
-69.
1034
-11.
8164
-14.
6436
-0.1
9516
-1.2
9656
6.20
445
0.51
7784
0.32
1901
0.31
1616
-0.0
0071
12/1
0/20
09 1
6:50
265.
6275
-240
.945
-34.
968
633.
2974
-479
.68
-76.
8272
1039
.809
-800
.542
-127
.037
586.
985
-414
.771
-69.
1498
-11.
8292
-14.
8073
-0.2
0558
-1.3
1337
6.21
9629
0.51
9992
0.33
5314
0.31
3551
-0.0
015
12/1
0/20
09 1
6:51
265.
3423
-241
.141
-34.
9618
633.
0789
-479
.432
-76.
7951
1039
.527
-800
.181
-126
.992
587.
2569
-415
.07
-69.
1892
-11.
8511
-14.
9653
-0.2
1497
-1.3
2644
6.22
1526
0.52
1026
0.33
723
0.31
5487
-0.0
015
8A1
8B1
8A2
8B2
8A3
8B3
8A4
8B4
8A8
8B8
8A8
8B8
8A8
8B8
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
204
12/1
0/20
09 1
6:52
265.
0671
-240
.735
-34.
9148
632.
9187
-479
.191
-76.
7674
1039
.289
-799
.824
-126
.951
587.
5245
-415
.297
-69.
2233
-11.
8547
-15.
0967
-0.2
2379
-1.3
3018
6.24
2397
0.52
2724
0.34
1062
0.30
1938
-0.0
027
12/1
0/20
09 1
6:53
264.
9024
-240
.522
-34.
8887
632.
8063
-479
.001
-76.
7465
1039
.129
-799
.498
-126
.918
587.
7753
-415
.509
-69.
2553
-11.
8657
-15.
2185
-0.2
3144
-1.3
4326
6.23
8602
0.52
3365
0.33
9146
0.30
968
-0.0
0203
12/1
0/20
09 1
6:54
264.
5429
-240
.858
-34.
8871
632.
4713
-479
.257
-76.
741
1038
.708
-799
.603
-126
.896
587.
7943
-415
.829
-69.
2786
-11.
9114
-15.
3746
-0.2
3906
-1.3
6754
6.24
050.
5251
720.
3391
460.
3135
51-0
.001
7712
/10/
2009
16:
5526
4.25
77-2
40.7
95-3
4.86
3163
2.33
4-4
79.1
12-7
6.72
1510
38.6
41-7
99.4
58-1
26.8
8158
8.01
34-4
16.0
29-6
9.30
76-1
1.92
23-1
5.47
74-0
.245
4-1
.373
146.
2405
0.52
5559
0.33
3398
0.31
5487
-0.0
0124
12/1
0/20
09 1
6:56
263.
9484
-240
.592
-34.
8277
632.
1593
-478
.807
-76.
6884
1038
.416
-799
.183
-126
.847
588.
1842
-416
.187
-69.
3303
-11.
9333
-15.
5821
-0.2
5187
-1.3
7875
6.24
4295
0.52
6208
0.33
1482
0.31
5487
-0.0
011
12/1
0/20
09 1
6:57
264.
2517
-240
.42
-34.
8368
632.
4693
-478
.543
-76.
6916
1038
.733
-798
.73
-126
.837
588.
6036
-416
.156
-69.
3571
-11.
8894
-15.
6106
-0.2
5687
-1.3
7128
6.25
9474
0.52
674
0.34
4895
0.31
9358
-0.0
0176
12/1
0/20
09 1
6:58
264.
079
-240
.377
-34.
8219
632.
3403
-478
.504
-76.
6810
38.6
45-7
98.5
22-1
26.8
1758
8.79
33-4
16.2
78-6
9.37
87-1
1.89
13-1
5.67
91-0
.261
47-1
.367
546.
2879
350.
5284
460.
3410
620.
3329
07-0
.000
5612
/10/
2009
16:
5929
6.24
84-2
71.2
15-3
9.17
1269
7.92
61-5
39.1
55-8
5.39
411
40.2
75-8
97.6
52-1
40.6
7564
5.87
03-4
59.7
14-7
6.31
69-1
1.81
64-1
5.01
86-0
.221
05-1
.143
386.
9179
130.
5564
590.
3813
010.
3522
63-0
.002
12/1
0/20
09 1
7:00
298.
531
-269
.834
-39.
2334
707.
1127
-539
.585
-86.
0577
1150
.476
-899
.304
-141
.493
660.
1654
-466
.529
-77.
7741
-12.
22-1
5.98
37-0
.259
8-1
.264
87.
0924
990.
5768
920.
3813
010.
3464
56-0
.002
4112
/10/
2009
17:
0129
7.56
94-2
69.9
91-3
9.17
7970
8.80
17-5
40.7
32-8
6.25
3511
53.5
3-9
01.5
33-1
41.8
5866
4.50
66-4
69.8
95-7
8.30
61-1
2.30
77-1
6.53
75-0
.291
98-1
.333
927.
1684
080.
5869
030.
3870
50.
3387
14-0
.003
3412
/10/
2009
17:
0229
5.99
2-2
68.9
69-3
8.99
8470
7.69
18-5
39.2
73-8
6.07
6211
51.8
75-8
99.7
53-1
41.6
2166
5.77
37-4
70.9
02-7
8.46
31-1
2.36
62-1
6.99
42-0
.319
47-1
.376
887.
1930
790.
5915
720.
3813
010.
3329
07-0
.003
3412
/10/
2009
17:
0329
5.02
68-2
68.3
46-3
8.88
8870
6.94
22-5
38.3
74-8
5.96
2411
50.6
78-8
98.4
6-1
41.4
4966
6.54
39-4
71.5
31-7
8.55
97-1
2.39
54-1
7.36
34-0
.342
93-1
.412
377.
2215
450.
5959
870.
3793
850.
3348
43-0
.003
0712
/10/
2009
17:
0429
4.32
42-2
67.9
-38.
8095
706.
3821
-537
.735
-85.
8796
1149
.795
-897
.426
-141
.317
667.
2117
-472
.016
-78.
6393
-12.
4118
-17.
6621
-0.3
6242
-1.4
4599
7.24
242
0.59
9749
0.38
1301
0.35
0327
-0.0
0214
12/1
0/20
09 1
7:05
293.
8013
-267
.564
-38.
7502
706.
2937
-537
.138
-85.
8323
1149
.083
-896
.592
-141
.21
667.
7601
-472
.493
-78.
7101
-12.
4228
-17.
917
-0.3
7926
-1.4
3852
7.24
242
0.59
9233
0.35
4475
0.33
6778
-0.0
0122
12/1
0/20
09 1
7:06
293.
4016
-267
.292
-38.
7039
706.
1231
-536
.623
-85.
785
1148
.591
-895
.921
-141
.13
668.
2104
-472
.902
-78.
7693
-12.
4283
-18.
132
-0.3
9372
-1.4
4226
7.25
0011
0.60
0015
0.32
1901
0.36
5812
0.00
3031
12/1
0/20
09 1
7:07
293.
0585
-267
.051
-38.
6635
705.
8726
-536
.18
-85.
7371
1148
.137
-895
.384
-141
.061
668.
5903
-473
.25
-78.
8196
-12.
4319
-18.
2576
-0.4
0214
-1.4
5907
7.27
4682
0.60
2878
0.32
1901
0.35
8069
0.00
2497
12/1
0/20
09 1
7:08
292.
7456
-266
.853
-38.
6283
705.
6242
-535
.863
-85.
6981
1147
.728
-894
.878
-140
.998
668.
9211
-473
.561
-78.
8639
-12.
4356
-18.
4098
-0.4
1239
-1.4
7214
7.26
5193
0.60
3126
0.31
9985
0.35
4198
0.00
2362
12/1
0/20
09 1
7:09
292.
5378
-266
.692
-38.
6029
705.
4074
-535
.493
-85.
6576
1147
.284
-894
.347
-140
.931
669.
1837
-473
.815
-78.
8996
-12.
4429
-18.
562
-0.4
2239
-1.4
8335
7.27
8478
0.60
4817
0.32
1901
0.35
6134
0.00
2363
12/1
0/20
09 1
7:10
292.
2835
-266
.507
-38.
5725
705.
2179
-535
.174
-85.
6225
1147
.006
-893
.968
-140
.886
669.
4526
-474
.058
-78.
9349
-12.
441
-18.
7065
-0.4
325
-1.4
9456
7.28
4171
0.60
5983
0.31
8069
0.35
6134
0.00
2628
12/1
0/20
09 1
7:11
292.
011
-266
.404
-38.
5466
704.
9969
-534
.96
-85.
5924
1146
.743
-893
.589
-140
.841
669.
6981
-474
.287
-78.
9677
-12.
441
-18.
8416
-0.4
4182
-1.5
0203
7.28
7967
0.60
6761
0.32
3817
0.36
1941
0.00
2632
12/1
0/20
09 1
7:12
291.
7689
-266
.291
-38.
5221
704.
778
-534
.721
-85.
5608
1146
.496
-893
.202
-140
.797
669.
9201
-474
.489
-78.
997
-12.
4374
-18.
95-0
.449
56-1
.513
247.
2974
560.
6081
90.
3199
850.
3716
180.
0035
6412
/10/
2009
17:
1329
1.57
31-2
66.2
19-3
8.50
3670
4.59
27-5
34.5
6-8
5.53
6911
46.2
66-8
92.8
03-1
40.7
5467
0.12
51-4
74.6
67-7
9.02
33-1
2.43
56-1
9.06
03-0
.457
3-1
.524
457.
3069
440.
6096
180.
3219
010.
3735
540.
0035
6612
/10/
2009
17:
1428
8.83
96-2
62.1
09-3
8.03
1272
0.18
78-5
49.3
71-8
7.63
5811
85.6
73-9
33.4
54-1
46.2
869
3.62
66-4
92.4
03-8
1.87
-12.
1853
-18.
4878
-0.4
3505
-1.4
1611
7.56
8846
0.62
0218
0.33
5314
0.38
1296
0.00
3174
12/1
0/20
09 1
7:15
286.
2504
-261
.952
-37.
8416
719.
2573
-546
.119
-87.
3471
1184
.796
-926
.76
-145
.758
698.
3568
-493
.098
-82.
2444
-12.
262
-18.
969
-0.4
6297
-1.4
3292
7.59
7314
0.62
3344
0.34
6811
0.40
0652
0.00
3717
12/1
0/20
09 1
7:16
286.
5468
-262
.819
-37.
9219
718.
0633
-549
.012
-87.
4644
1181
.954
-935
.572
-146
.17
701.
771
-496
.203
-82.
6944
-12.
3187
-18.
9938
-0.4
6077
-1.4
6281
7.68
6516
0.63
1565
0.34
4895
0.39
4845
0.00
3448
12/1
0/20
09 1
7:17
281.
4583
-257
.653
-37.
2141
728.
8829
-552
.795
-88.
4724
1210
.146
-948
.024
-148
.975
739.
1644
-505
.713
-85.
9321
-12.
2109
-19.
2353
-0.4
8489
-1.3
9929
7.85
5434
0.63
8841
0.36
9805
0.41
2266
0.00
2931
12/1
0/20
09 1
7:18
282.
0022
-258
.131
-37.
2846
726.
6584
-551
.131
-88.
2039
1204
.793
-943
.333
-148
.282
738.
8214
-505
.826
-85.
9162
-12.
3442
-19.
669
-0.5
0562
-1.4
6841
7.89
719
0.64
6494
0.37
3637
0.41
6137
0.00
2934
12/1
0/20
09 1
7:19
282.
1735
-258
.291
-37.
3075
725.
7903
-550
.281
-88.
0854
1202
.648
-941
.524
-148
.009
738.
5776
-505
.962
-85.
9088
-12.
4027
-19.
9809
-0.5
2311
-1.4
983
7.91
4272
0.64
9736
0.37
7469
0.41
8073
0.00
2803
12/1
0/20
09 1
7:20
282.
2944
-258
.379
-37.
3219
725.
2983
-549
.698
-88.
0112
1201
.355
-940
.301
-147
.835
738.
4697
-506
.098
-85.
9108
-12.
4374
-20.
2528
-0.5
3949
-1.5
1884
7.92
7558
0.65
2072
0.37
5553
0.41
6137
0.00
2801
12/1
0/20
09 1
7:21
282.
3044
-258
.417
-37.
3253
724.
9182
-549
.283
-87.
9563
1200
.402
-939
.369
-147
.705
738.
4007
-506
.204
-85.
9133
-12.
4611
-20.
4658
-0.5
5255
-1.5
4126
7.93
7048
0.65
4274
0.37
9385
0.42
1944
0.00
2938
12/1
0/20
09 1
7:22
255.
8813
-235
.977
-33.
9523
653.
1571
-480
.67
-78.
2665
1096
.422
-837
.373
-133
.487
707.
4174
-483
.682
-82.
2199
-12.
8118
-22.
7358
-0.6
8504
-1.7
9155
7.63
1476
0.65
0458
0.37
9385
0.42
1944
0.00
2938
12/1
0/20
09 1
7:23
60.6
0582
-79.
6865
-9.6
8418
278.
9902
-186
.176
-32.
1097
692.
6195
-480
.098
-80.
951
600.
279
-397
.296
-68.
8611
-11.
7305
-27.
3184
-1.0
7601
-2.3
4066
6.97
8638
0.64
3298
0.46
3697
0.51
4853
0.00
3531
12/1
0/20
09 1
7:24
62.6
7102
-81.
0395
-9.9
2013
280.
8221
-187
.519
-32.
329
691.
8304
-479
.518
-80.
8565
598.
0747
-396
.069
-68.
6243
-11.
6227
-27.
4703
-1.0
9393
-2.3
556
6.98
8126
0.64
4984
0.45
9865
0.51
4853
0.00
3796
12/1
0/20
09 1
7:25
63.7
107
-81.
7037
-10.
0377
281.
7442
-188
.378
-32.
4518
691.
5247
-479
.229
-80.
8154
596.
9898
-395
.384
-68.
5021
-11.
5734
-27.
5842
-1.1
052
-2.3
7241
6.96
7252
0.64
4703
0.46
5613
0.52
066
0.00
3812
/10/
2009
17:
2664
.417
49-8
2.15
83-1
0.11
7928
2.39
43-1
89.0
54-3
2.54
3469
1.29
38-4
79.0
35-8
0.78
6259
6.24
06-3
94.8
79-6
8.41
56-1
1.53
69-2
7.72
67-1
.117
56-2
.381
746.
9767
40.
6460
030.
4675
290.
5593
730.
0063
412
/10/
2009
17:
27-1
0.53
67-1
7.92
37-0
.509
9212
2.47
5-7
2.90
53-1
3.48
6851
8.81
17-3
38.6
34-5
9.18
8354
9.83
4-3
57.2
34-6
2.61
36-1
0.68
74-2
9.05
19-1
.267
68-2
.454
586.
8021
580.
6389
790.
5269
320.
5845
370.
0039
7612
/10/
2009
17:
28-8
.852
69-1
9.11
15-0
.708
1512
4.56
31-7
5.02
45-1
3.77
7251
7.62
42-3
37.6
59-5
9.03
954
7.00
03-3
55.3
81-6
2.29
01-1
0.63
99-2
9.20
38-1
.281
44-2
.482
596.
7736
940.
6389
480.
5269
320.
5884
080.
0042
4412
/10/
2009
17:
29-7
.823
34-1
9.92
59-0
.835
4212
5.91
06-7
6.18
99-1
3.95
0751
6.91
1-3
37.1
15-5
8.95
2254
5.36
1-3
54.4
37-6
2.11
18-1
0.61
98-2
9.30
82-1
.290
04-2
.490
066.
7812
850.
6399
880.
5307
640.
5767
940.
0031
7712
/10/
2009
17:
30-6
4.92
459
.578
728.
5942
43-3
9.56
7258
.574
896.
7746
137
1.97
8-2
01.9
37-3
9.61
6550
5.61
62-3
10.7
86-5
6.35
51-9
.287
64-3
0.47
93-1
.462
83-2
.441
516.
7015
870.
6311
350.
6246
590.
6619
630.
0025
75
8A1
8B1
8A2
8B2
8A3
8B3
8A4
8B4
8A8
8B8
8A8
8B8
8A8
8B8
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
Com
p.Te
nsile
Mom
ent
TSSt
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
Stra
inSt
rain
(k*f
t)St
rain
Stra
in(k
*ft)
205
TABLE E.10 Bending moments for pile 5 Depth
(ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)Moment
(k-ft)5 kips 10 kips 15 kips 20 kips 30 kips 40 kips 50 kips 60 kips 70 kips 80 kips 90 kips 100 kips 110 kips
0.4 0 0 0 0 0 0 0 0 0 0 0 0 02.5 0.151 2.820 8.519 14.035 19.989 19.891 25.716 31.47604 31.43637 37.05004 43.70848 44.32761 50.24725 0.181 5.324 18.415 30.267 42.335 42.107 53.802 65.04438 64.8233 74.87646 85.70357 86.87701 96.62912
7.5 0.059 3.701 16.214 28.422 40.634 40.529 52.317 63.67013 63.53633 75.52322 87.48806 89.20983 99.4784110 -0.006 0.461 2.954 5.286 7.617 7.772 10.071 12.28294 12.42897 15.21542 18.331 18.7832 21.96494
12.5 -0.012 -0.111 -0.605 -1.044 -1.440 -1.454 -1.820 -2.22938 -2.24666 -2.67361 -3.07984 -3.0995 -3.5196615 0.001 0.003 -0.017 -0.046 -0.070 -0.074 -0.098 -0.12231 -0.11149 -0.16481 -0.21631 -0.14557 -0.27417
17.5 -0.003 -0.002 -0.002 -0.001 0.000 0.000 0.003 0.004407 0.004028 0.008121 0.012621 0.015103 0.01607920 0 0 0 0 0 0 0 0 0 0 0 0 0
TABLE E.11 Bending moments for pile 6
Depth (ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
5 kips 10 kips 15 kips 20 kips 30 kips 40 kips 50 kips 60 kips 70 kips 80 kips 90 kips 100 kips 110 kips1 0 0 0 0 0 0 0 0 0 0 0 0 0
2.5 0.240 1.898 4.804 6.735 8.344 8.256 9.664 10.80894 10.74229 11.69154 12.80119 13.08704 13.662155 0.347 3.973 14.311 23.818 33.618 33.361 42.691 49.25696 49.12834 58.3381 68.16692 72.79968 76.98542
7.5 0.129 3.531 16.568 31.490 48.039 47.826 63.257 77.55624 77.36521 92.258 106.6909 116.5644 121.946910 -0.092 1.857 10.265 16.406 22.601 22.813 28.790 34.95247 35.0854 41.56542 48.41053 52.04656 55.21999
12.5 0.035 -0.017 -0.318 -0.962 -1.784 -1.796 -2.479 -3.21356 -3.22487 -4.00997 -4.7695 -5.1856 -5.5456115 0.003 0.008 -0.009 -0.033 -0.050 -0.056 -0.063 -0.07689 -0.08316 -0.10865 -0.1579 -0.10374 -0.22393
17.5 -0.002 -0.003 -0.004 0.004 0.006 0.007 0.008 0.008673 0.010126 0.011352 0.012977 0.015518 0.01662320 0 0 0 0 0 0 0 0 0 0 0 0 0
TABLE E.12 Bending moments for pile 7
Depth (ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
5 kips 10 kips 15 kips 20 kips 30 kips 40 kips 50 kips 60 kips 70 kips 80 kips 90 kips 100 kips 110 kips1.2 0 0 0 0 0 0 0 0 0 0 0 0 02.5 -0.190 0.791 3.420 5.517 7.752 7.661 9.789 11.82245 11.93235 14.00209 16.02278 18.23047 18.005855 0.286 3.556 12.575 20.053 27.783 27.640 35.104 42.3955 42.73106 49.89008 57.44068 65.95192 65.18804
7.5 0.309 3.812 17.930 31.129 44.815 44.714 57.850 70.86688 71.7361 83.94622 97.53422 112.5432 111.371110 0.066 1.374 10.345 17.678 24.862 24.980 31.911 39.23655 40.03581 47.22579 55.42343 63.35311 63.62902
12.5 0.000 0.011 0.164 0.102 -0.006 0.027 -0.048 -0.03764 0.048253 0.123161 0.330588 0.414306 0.67352415 0.007 0.007 -0.069 -0.159 -0.255 -0.260 -0.360 -0.50447 -0.48455 -0.66296 -0.79321 -0.88702 -0.92557
17.5 0.000 0.000 0.005 0.015 0.024 0.023 0.036 0.045805 0.059196 0.045225 0.035457 0.022753 0.01405320 0 0 0 0 0 0 0 0 0 0 0 0 0
TABLE E.13 Bending moments for pile 8
Depth (ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
Moment(k-ft)
Moment (k-ft)
Moment (k-ft)
Moment (k-ft)
5 kips 10 kips 15 kips 20 kips 30 kips 40 kips 50 kips 60 kips 70 kips 80 kips 90 kips 100 kips 110 kips0.9 0 0 0 0 0 0 0 0 0 0 0 0 02.5 -0.579 -2.802 -7.665 -11.739 -15.704 -15.529 -19.293 -22.5626 -25.4114 -25.0931 -28.3475 -32.0566 -31.60655 -0.190 -4.034 -14.599 -22.899 -31.069 -30.911 -38.613 -46.0757 -51.995 -51.7226 -58.9634 -67.0217 -66.8282
7.5 0.029 -4.198 -22.761 -37.188 -51.279 -51.178 -64.681 -77.1444 -87.444 -89.4582 -102.116 -115.356 -115.13510 0.026 -0.876 -9.227 -16.560 -23.667 -23.883 -30.393 -36.808 -41.3335 -43.93 -51.5544 -59.3875 -60.9715
12.5 -0.006 -0.009 0.182 0.372 0.509 0.500 0.592 0.596834 0.622451 0.469485 0.205089 0.1346 -0.0026115 -0.009 -0.012 0.008 0.035 0.065 0.068 0.104 0.152455 0.1911 0.217943 0.307734 0.368169 0.398957
17.5 0.003 0.002 0.002 0.002 0.003 0.007 0.004 0.003317 0.004017 0.004546 0.004805 0.003382 0.00314920 0 0 0 0 0 0 0 0 0 0 0 0 0
206
APPENDIX F LABORATORY BENDING TESTS
207
TABLE F.1 Load and displacement measurements for lab pile 1 Distance from Left End of Pile
Total Load 2 ft 3 ft 4 ft(kips) Vertical Displacement (in)0.1 0.0000 0.0012 0.0013
16.0 0.0120 0.0146 0.009223.4 0.0229 0.0251 0.016625.4 0.0253 0.0252 0.017431.3 0.0384 0.0406 0.022738.1 0.0469 0.0516 0.029945.5 0.0616 0.0653 0.035953.5 0.0698 0.0774 0.043062.2 0.0842 0.0886 0.050671.2 0.0937 0.1044 0.057980.4 0.1076 0.1184 0.065589.8 0.1192 0.1336 0.073699.8 0.1310 0.1487 0.0799110.3 0.1432 0.1623 0.0907121.4 0.1546 0.1765 0.0992132.8 0.1670 0.1920 0.1089147.9 0.1832 0.2133 0.1211163.3 0.2037 0.2369 0.1335176.1 0.2176 0.2620 0.1441182.8 0.2246 0.4580 0.1498
TABLE F.2 Bending moments for lab pile 1 Distance from Total Load (kips)
Left End 25 kips 50 kips 75 kips 100 kips 125 kips 150 kips 175 kips 200 kips 225 kips 250 kips 275 kips 300 kips(ft) Bending Moment (k*ft)0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.5 4.39 5.92 7.60 3.56 4.54 5.22 10.32 12.48 13.84 14.84 15.58 4.352 12.43 14.86 21.37 31.16 41.04 51.03 65.91 76.63 86.21 97.01 106.33 28.423 31.29 43.40 66.59 90.69 99.59 107.92 119.15 128.28 135.44 77.16 85.09 4.444 12.71 20.01 30.06 40.40 60.27 75.64 93.84 108.13 120.96 132.78 141.15 66.43
4.5 6.95 10.77 15.57 20.92 26.44 32.08 35.95 39.68 43.98 50.32 55.44 18.815.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
208
TABLE F.3 Load and displacement measurements for lab pile 2 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0040 0.0104 -0.0343 0.019410.0 0.0120 0.0196 -0.0082 0.025620.0 0.0228 0.0336 0.1451 0.044030.0 0.0283 0.0462 0.1173 0.058640.0 0.0414 0.0601 0.1756 0.069250.0 0.0496 0.0706 0.1070 0.080860.0 0.0583 0.0832 0.1475 0.095670.0 0.0644 0.0923 0.2611 0.102980.0 0.0727 0.1047 0.1390 0.117290.0 0.0837 0.1170 0.2714 0.1276
100.0 0.0899 0.1278 0.1866 0.1401110.0 0.0955 0.1395 0.2326 0.1479120.0 0.1044 0.1499 0.1958 0.1582130.0 0.1109 0.1604 0.2179 0.1698140.0 0.1191 0.1690 0.2204 0.1787150.0 0.1251 0.1786 0.2224 0.1875160.0 0.1326 0.1871 0.1437 0.1965170.0 0.1364 0.1956 0.0929 0.2048180.0 0.1429 0.2027 0.0553 0.2125190.0 0.1532 0.2113 0.1859 0.2191200.0 0.1586 0.2204 0.1679 0.2279210.0 0.1629 0.2313 0.2004 0.2361220.0 0.1709 0.2402 0.1897 0.2423230.0 0.1814 0.2496 0.2236 0.2539240.0 0.1834 0.2588 0.2067 0.2597250.0 0.1952 0.2675 0.2406 0.2671260.0 0.1990 0.2766 0.2769 0.2746270.0 0.2068 0.2866 0.2102 0.2823280.0 0.2139 0.2979 0.2330 0.2910290.0 0.2254 0.3084 0.2490 0.3000300.0 0.2314 0.3221 0.2991 0.3119303.6 0.2382 0.3298 0.3307 0.3167
TABLE F.4 Bending moments for lab pile 2
Distance from Total Load (kips)Left End 25 kips 50 kips 75 kips 100 kips 125 kips 150 kips 175 kips 200 kips 225 kips 250 kips 275 kips 300 kips
(ft) Bending Moment (k*ft)0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.5 10.18 18.00 23.32 29.19 35.48 39.09 43.33 47.04 52.74 55.83 59.79 63.552 29.05 45.07 58.63 73.02 75.19 76.67 78.48 80.06 10.47 12.10 12.69 14.383 29.88 47.84 59.97 75.35 89.83 102.03 111.44 118.93 127.61 131.74 137.10 65.184 11.76 21.92 30.20 39.96 47.55 55.19 61.24 66.31 72.08 75.67 78.71 80.58
4.5 6.68 4.52 7.16 8.89 12.90 17.16 20.80 23.68 28.55 31.27 33.12 34.595.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
209
TABLE F.5 Load and displacement measurements for lab pile 3 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)10.0 0.0125 0.0141 0.0169 0.010320.0 0.0231 0.0362 0.0395 0.033230.0 0.0399 0.0555 0.0580 0.049540.0 0.0505 0.0689 0.0738 0.062250.0 0.0609 0.0846 0.0886 0.075660.0 0.0714 0.0978 0.1021 0.087370.0 0.0809 0.1111 0.1165 0.100980.0 0.0903 0.1224 0.1312 0.110690.0 0.0995 0.1335 0.1424 0.1214
100.0 0.1071 0.1479 0.1526 0.1331110.0 0.1141 0.1609 0.1646 0.1412120.0 0.1259 0.1730 0.1765 0.1521130.0 0.1324 0.1818 0.1839 0.1609140.0 0.1400 0.1969 0.1972 0.1728150.0 0.1485 0.2033 0.2062 0.1793160.0 0.1559 0.2167 0.2170 0.1878170.0 0.1646 0.2271 0.2269 0.1959180.0 0.1726 0.2362 0.2363 0.2058190.0 0.1787 0.2456 0.2459 0.2133200.0 0.1858 0.2573 0.2555 0.2204210.0 0.1971 0.2682 0.2646 0.2283220.0 0.2025 0.2781 0.2748 0.2397230.0 0.2091 0.2890 0.2846 0.2469240.0 0.2225 0.2989 0.2949 0.2550250.0 0.2260 0.3101 0.3069 0.2605260.0 0.2380 0.3225 0.3175 0.2701270.0 0.2426 0.3371 0.3306 0.2796275.0 0.2521 0.3452 0.3363 0.2863
TABLE F.6 Bending moments for lab pile 3 Distance from Total Load (kips)
Left End 50 kips 75 kips 100 kips 125 kips 150 kips 175 kips 200 kips 225 kips 250 kips 275 kips 278 kips(ft) Bending Moment (k*ft)0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.5 2.98 4.61 4.97 5.12 5.10 5.24 5.66 6.50 7.71 8.65 8.742 21.12 31.49 43.99 54.40 56.13 58.04 62.71 67.96 73.65 78.61 78.663 52.62 78.65 84.52 83.94 90.19 90.92 90.20 25.41 98.13 6.98 6.424 40.21 56.45 80.82 96.27 99.62 100.91 104.17 108.87 113.84 47.50 118.74
4.5 3.28 5.04 4.17 11.01 12.26 13.05 15.30 17.07 19.52 17.89 17.875.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
210
TABLE F.7 Load and displacement measurements for lab pile 4 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0000 0.0023 -0.0004 0.000310.0 0.0000 -0.0004 0.0112 0.015920.0 0.0146 0.0205 0.0349 0.031630.0 0.0259 0.0360 0.0557 0.051040.0 0.0368 0.0512 0.0715 0.063150.0 0.0448 0.0659 0.0859 0.075260.0 0.0544 0.0784 0.1019 0.088570.0 0.0658 0.0894 0.1141 0.101280.0 0.0720 0.1015 0.1283 0.112390.0 0.0820 0.1135 0.1412 0.1235
100.0 0.0892 0.1218 0.1524 0.1349110.0 0.0982 0.1332 0.1651 0.1458120.0 0.1051 0.1448 0.1765 0.1555130.0 0.1136 0.1549 0.1890 0.1661140.0 0.1188 0.1638 0.1997 0.1761150.0 0.1308 0.1730 0.2122 0.1864160.0 0.1371 0.1825 0.2230 0.1945170.0 0.1409 0.1941 0.2356 0.2031180.0 0.1494 0.2040 0.2453 0.2127190.0 0.1594 0.2121 0.2555 0.2209200.0 0.1628 0.2226 0.2665 0.2291210.0 0.1747 0.2326 0.2777 0.2370220.0 0.1780 0.2415 0.2880 0.2457230.0 0.1873 0.2509 0.2995 0.2563240.0 0.1927 0.2612 0.3097 0.2632250.0 0.2051 0.2706 0.3201 0.2726260.0 0.2097 0.2821 0.3320 0.2816270.0 0.2209 0.2941 0.3438 0.2907280.0 0.2293 0.3103 0.3546 0.3022290.0 0.2441 0.3253 0.3712 0.3132295.0 0.2526 0.3387 0.3870 0.3242
TABLE F.8 Bending moments for lab pile 4 Distance from Total Load (kips)
Left End 25 kips 50 kips 75 kips 100 kips 125 kips 150 kips 175 kips 200 kips 225 kips 250 kips 275 kips 295 kips(ft) Bending Moment (k*ft)0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.5 15.37 30.89 43.52 56.29 69.23 85.31 94.83 106.75 117.54 127.35 139.16 148.012 15.80 37.55 52.36 65.15 78.06 90.40 97.74 106.98 116.46 124.21 133.96 141.443 17.70 43.14 59.96 75.87 91.91 110.42 121.34 133.61 141.65 119.92 34.96 34.964 40.56 58.80 80.75 94.81 99.45 106.25 109.17 44.80 119.61 53.83 59.48 13.33
4.5 8.69 53.35 66.40 79.42 91.15 111.37 120.80 135.33 146.90 146.90 146.90 146.905.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
211
TABLE F.9 Load and displacement measurements for lab pile 5 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0053 0.0119 0.0092 0.009410.0 0.0092 0.0205 0.0192 0.020220.0 0.0211 0.0324 0.0343 0.037830.0 0.0323 0.0479 0.0501 0.046840.0 0.0381 0.0601 0.0640 0.059450.0 0.0486 0.0722 0.0767 0.071460.0 0.0620 0.0854 0.0881 0.081570.0 0.0653 0.0957 0.1002 0.092680.0 0.0758 0.1077 0.1110 0.103190.0 0.0843 0.1215 0.1241 0.1149
100.0 0.0935 0.1325 0.1362 0.1233110.0 0.1006 0.1429 0.1453 0.1319120.0 0.1090 0.1558 0.1565 0.1422130.0 0.1144 0.1660 0.1682 0.1519140.0 0.1265 0.1761 0.1789 0.1618150.0 0.1335 0.1863 0.1906 0.1709160.0 0.1371 0.1989 0.2014 0.1785170.0 0.1469 0.2074 0.2118 0.1890180.0 0.1573 0.2202 0.2219 0.1964190.0 0.1600 0.2286 0.2335 0.2061200.0 0.1711 0.2398 0.2417 0.2133210.0 0.1761 0.2490 0.2511 0.2194220.0 0.1862 0.2602 0.2611 0.2284230.0 0.1929 0.2700 0.2682 0.2364240.0 0.2015 0.2787 0.2796 0.2455250.0 0.2084 0.2915 0.2895 0.2526260.0 0.2192 0.3051 0.3006 0.2611269.0 0.2306 0.3248 0.3159 0.2748
TABLE F.10 Bending moments for lab pile 5
Distance from Total Load (kips)Left End 25 kips 50 kips 75 kips 100 kips 125 kips 150 kips 175 kips 200 kips 225 kips 250 kips 275 kips 300 kips
(ft) Bending Moment (k*ft)0.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001.5 4.39 5.92 7.60 3.56 4.54 5.22 10.32 12.48 13.84 14.84 15.58 4.352 12.43 14.86 21.37 31.16 41.04 51.03 65.91 76.63 86.21 97.01 106.33 28.423 31.29 43.40 66.59 90.69 99.59 107.92 119.15 128.28 135.44 77.16 85.09 4.444 12.71 20.01 30.06 40.40 60.27 75.64 93.84 108.13 120.96 132.78 141.15 66.43
4.5 6.95 10.77 15.57 20.92 26.44 32.08 35.95 39.68 43.98 50.32 55.44 18.815.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
212
TABLE F.11 Load and displacement measurements for lab pile 6 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 -0.0015 0.0003 0.0008 0.000510.0 0.0056 0.0111 0.0096 0.008420.0 0.0197 0.0307 0.0269 0.027230.0 0.0293 0.0466 0.0482 0.048540.0 0.0396 0.0652 0.0623 0.059050.0 0.0539 0.0776 0.0751 0.069860.0 0.0617 0.0889 0.0904 0.082070.0 0.0701 0.1072 0.1060 0.094680.0 0.0785 0.1151 0.1186 0.104290.0 0.0893 0.1318 0.1328 0.1151
100.0 0.1008 0.1473 0.1456 0.1282110.0 0.1065 0.1587 0.1599 0.1358120.0 0.1162 0.1739 0.1712 0.1477130.0 0.1270 0.1829 0.1818 0.1542140.0 0.1299 0.1983 0.1921 0.1643150.0 0.1399 0.2106 0.2049 0.1751160.0 0.1515 0.2204 0.2166 0.1825170.0 0.1534 0.2305 0.2268 0.1923180.0 0.1651 0.2420 0.2364 0.2008190.0 0.1695 0.2527 0.2484 0.2094200.0 0.1787 0.2639 0.2591 0.2173210.0 0.1846 0.2743 0.2677 0.2250220.0 0.1967 0.2867 0.2798 0.2330230.0 0.1987 0.2955 0.2893 0.2403240.0 0.2085 0.3076 0.3006 0.2484250.0 0.2172 0.3177 0.3106 0.2561260.0 0.2217 0.3275 0.3213 0.2637270.0 0.2359 0.3420 0.3345 0.2723280.0 0.2439 0.3538 0.3448 0.2805290.0 0.2501 0.3678 0.3567 0.2882300.0 0.2617 0.3831 0.3711 0.2998302.6 0.2672 0.3937 0.3805 0.3046
213
TABLE F.12 Load and displace ment measurements for lab pile 7 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0059 0.0062 0.0100 0.016810.0 0.0151 0.0131 0.0190 0.023820.0 0.0252 0.0367 0.0422 0.041730.0 0.0401 0.0549 0.0569 0.056440.0 0.0492 0.0679 0.0723 0.069150.0 0.0605 0.0840 0.0872 0.082760.0 0.0698 0.1010 0.1016 0.094770.0 0.0798 0.1151 0.1142 0.104380.0 0.0898 0.1294 0.1266 0.118090.0 0.0970 0.1412 0.1399 0.1245
100.0 0.1045 0.1526 0.1514 0.1367110.0 0.1148 0.1655 0.1630 0.1488120.0 0.1265 0.1761 0.1757 0.1560130.0 0.1315 0.1878 0.1887 0.1683140.0 0.1400 0.2025 0.2013 0.1780150.0 0.1492 0.2127 0.2141 0.1871160.0 0.1589 0.2231 0.2252 0.1943170.0 0.1670 0.2376 0.2384 0.2048180.0 0.1745 0.2480 0.2486 0.2138190.0 0.1799 0.2595 0.2609 0.2241200.0 0.1937 0.2728 0.2722 0.2315210.0 0.2000 0.2852 0.2820 0.2402220.0 0.2041 0.2970 0.2932 0.2486230.0 0.2207 0.3100 0.3080 0.2574234.8 0.2235 0.3216 0.3179 0.2658
214
TABLE F.13 Load and displacement measurements for lab pile 8 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0037 0.0066 0.0042 0.005510.0 0.0089 0.0123 0.0099 0.012420.0 0.0183 0.0263 0.0287 0.028230.0 0.0290 0.0424 0.0463 0.043940.0 0.0397 0.0607 0.0669 0.063150.0 0.0482 0.0748 0.0790 0.069860.0 0.0567 0.0875 0.0920 0.081570.0 0.0647 0.1009 0.1041 0.092880.0 0.0718 0.1141 0.1161 0.101190.0 0.0803 0.1248 0.1287 0.1136
100.0 0.0894 0.1355 0.1387 0.1222110.0 0.1001 0.1477 0.1505 0.1319120.0 0.1152 0.1721 0.1795 0.1591130.0 0.1211 0.1836 0.1884 0.1697140.0 0.1299 0.1933 0.1984 0.1758150.0 0.1361 0.2029 0.2085 0.1840160.0 0.1440 0.2138 0.2197 0.1935170.0 0.1497 0.2235 0.2306 0.2021180.0 0.1611 0.2334 0.2418 0.2114190.0 0.1681 0.2448 0.2516 0.2170200.0 0.1730 0.2572 0.2628 0.2255210.0 0.1815 0.2685 0.2743 0.2333220.0 0.1926 0.2796 0.2857 0.2412230.0 0.1964 0.2911 0.2964 0.2501240.0 0.2083 0.3033 0.3075 0.2584250.0 0.2133 0.3131 0.3177 0.2653260.0 0.2245 0.3269 0.3309 0.2760270.0 0.2376 0.3429 0.3443 0.2850279.6 0.2487 0.3676 0.3621 0.2984
215
TABLE F.14 Load and displacement measurements for lab pile 9 Distance from Left End of Pile
Total Load 1.5 ft 2.5 ft 3.5 ft 4.5 ft(kips) Vertical Displacement (in)5.0 0.0024 0.0005 0.0055 0.002910.0 0.0064 0.0075 0.0129 0.010020.0 0.0166 0.0256 0.0304 0.023130.0 0.0250 0.0400 0.0486 0.039740.0 0.0318 0.0557 0.0627 0.052750.0 0.0427 0.0650 0.0775 0.066760.0 0.0505 0.0778 0.0922 0.077070.0 0.0581 0.0913 0.1071 0.088880.0 0.0665 0.1032 0.1201 0.100790.0 0.0809 0.1236 0.1368 0.1179
100.0 0.0893 0.1352 0.1485 0.1294110.0 0.0934 0.1448 0.1620 0.1400120.0 0.1037 0.1559 0.1740 0.1511130.0 0.1096 0.1673 0.1864 0.1566140.0 0.1180 0.1778 0.2020 0.1681150.0 0.1254 0.1886 0.2123 0.1781160.0 0.1339 0.1993 0.2238 0.1886170.0 0.1382 0.2098 0.2359 0.1991180.0 0.1492 0.2206 0.2483 0.2101190.0 0.1557 0.2308 0.2593 0.2194200.0 0.1608 0.2371 0.2721 0.2290210.0 0.1676 0.2514 0.2832 0.2385220.0 0.1795 0.2610 0.2982 0.2473230.0 0.1827 0.2729 0.3115 0.2585240.0 0.1943 0.2845 0.3228 0.2684250.0 0.1985 0.2948 0.3358 0.2776260.0 0.2082 0.3055 0.3488 0.2865270.0 0.2171 0.3164 0.3640 0.2990279.7 0.2282 0.3360 0.3871 0.3161
216
APPENDIX G FB-MULTIPIER INPUT FILES
217
PROBLEM Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 12/26/10 JBA Preliminary Single Pile Model : TIME Analysis Time - 3 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 7 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 5 F= 0 0 6 F= 0 0 7 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 5 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear
218
K= 1 L= 0.2 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 35 25 110 0 0 0 6 0.3 1026 5.84 \ 2 1 1 1 0 0 0 0 0 \ E=-2,-7.84 B=-25 S=0 A=0 35 25 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 32.16 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-7.84,-40 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : LOAD 1 L= 1 F= 5 0 0 0 0 0 1 L= 2 F= 10 0 0 0 0 0 1 L= 3 F= 15 0 0 0 0 0 1 L= 4 F= 20 0 0 0 0 0 1 L= 5 F= 25 0 0 0 0 0 1 L= 6 F= 26 0 0 0 0 0 1 L= 7 F= 26.6 0 0 0 0 0 : PADBC :
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PROBLEM Pile And Cap Units are Kips and Inches NCDOT Micropile Research Anderson 12/26/10 JBA Preliminary Micropile Bent Model : TIME Analysis Time - 7 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 6 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 5 F= 0 0 6 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 5 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \
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S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.8 M= 1 C= 4 , 2000 \ S= 50,0,0,80,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 0 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 10 G= 0 C= 0 3 6 1 1 : NPX, NPY, GSX, GSY 17.5 17.5 32.25 120 120 120 24 1 0.3 0.3 0.3 1 : MISSING 14 : number of missing piles 1 1 2 1 3 1 1 2 3 2 1 3 3 3 1 4 3 4 1 5 3 5 1 6 2 6 3 6 : SOIL NSET= 1 L= 1 R= 1 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 32.16 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-7.84,-40 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info
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: SOILSET : PILESET : CAP E= 4400 U= 0.2 T= 2.5 S= 150 : LOAD 28 L= 1 F= 10 0 0 0 0 0 42 L= 1 F= 10 0 0 0 0 0 28 L= 2 F= 20 0 0 0 0 0 42 L= 2 F= 20 0 0 0 0 0 28 L= 3 F= 30 0 0 0 0 0 42 L= 3 F= 30 0 0 0 0 0 28 L= 4 F= 40 0 0 0 0 0 42 L= 4 F= 40 0 0 0 0 0 28 L= 5 F= 50 0 0 0 0 0 42 L= 5 F= 50 0 0 0 0 0 28 L= 6 F= 51 0 0 0 0 0 42 L= 6 F= 51 0 0 0 0 0 : PADBC : PROBLEM Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 01/14/08 JBA Micropile #10&11 : TIME Analysis Time - 2 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 4 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 :
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PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 5 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.07 M= 1 C= 4 , 2000 \ S= 50,0,0,105,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,105,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,105,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 4 , 2000 \ S= 50,0,0,105,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.2 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,105,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 50 350 110 0 0 0 6 0.3 1026 8.043 \ 2 1 1 1 0 0 0 0 0 \ E=-0.167,-8.21 B=-25 S=0 A=0 50 350 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 31.79 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-8.21,-40 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET :
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PILESET : LOAD 1 L= 1 F= 10 0 0 0 0 0 1 L= 2 F= 20 0 0 0 0 0 1 L= 3 F= 30 0 0 0 0 0 1 L= 4 F= 35 0 0 0 0 0 : PADBC : PROBLEM Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 01/14/08 JBA Micropile #Y : TIME Analysis Time - 3 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \
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X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 4 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 5 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 3.99 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,100,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.14 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 4 , 2000 \ S= 50,0,0,100,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.14 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL
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NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 50 350 110 0 0 0 6 0.3 1026 6.455 \ 2 1 1 1 0 0 0 0 0 \ E=-0.67,-7.125 B=-25 S=0 A=0 50 350 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 32.875 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-7.125,-40 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : LOAD 1 L= 1 F= 10 0 0 0 0 0 1 L= 2 F= 20 0 0 0 0 0 1 L= 3 F= 30 0 0 0 0 0 1 L= 4 F= 40 0 0 0 0 0 : PADBC : PROBLEM
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Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 12/26/10 JBA Micropile #3 : TIME Analysis Time - 4 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 4 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 3 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 4.57 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.14 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.4 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL
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NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 50 350 110 0 0 0 6 0.3 1026 5.837 \ 2 1 1 1 0 0 0 0 0 \ E=-0.333,-6.17 B=-25 S=0 A=0 50 350 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8.83 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-6.17,-15 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : LOAD 1 L= 1 F= 10 0 0 0 0 0 1 L= 2 F= 20 0 0 0 0 0 1 L= 3 F= 30 0 0 0 0 0 1 L= 4 F= 40 0 0 0 0 0 : PADBC :
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PROBLEM Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 12/26/10 JBA Micropile #2 : TIME Analysis Time - 2 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 5 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 5 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 3 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 4.4 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.2 IC= 0 T= 1 HPI= 0 \
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BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.4 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 50 350 110 0 0 0 6 0.3 1026 8.375 \ 2 1 1 1 0 0 0 0 0 \ E=-0.625,-9 B=-25 S=0 A=0 50 350 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 6 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-9,-15 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : LOAD 1 L= 1 F= 10 0 0 0 0 0 1 L= 2 F= 20 0 0 0 0 0 1 L= 3 F= 30 0 0 0 0 0 1 L= 4 F= 40 0 0 0 0 0 1 L= 5 F= 50 0 0 0 0 0 : PADBC :
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PROBLEM Single Pile Units are Kips and Inches NCDOT Micropile Research Anderson 01/14/08 JBA Micropile #1 : TIME Analysis Time - 1 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 5 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a : SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 5 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 1 C Custom
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C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 3.79 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.4 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 1 G= 0 C= 0 1 1 1 1 : NPX, NPY, GSX, GSY 1 1 : SOIL NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 50 350 110 0 0 0 6 0.3 1026 2.58 \ 2 1 1 1 0 0 0 0 0 \ E=-0.21,-2.79 B=-25 S=0 A=0 50 350 110 0 0 0 6 0.3 1026 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 7.21 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-2.79,-10 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : LOAD 1 L= 1 F= 10 0 0 0 0 0 1 L= 2 F= 20 0 0 0 0 0 1 L= 3 F= 30 0 0 0 0 0 1 L= 4 F= 40 0 0 0 0 0 1 L= 5 F= 45 0 0 0 0 0 : PADBC : PROBLEM Pile And Cap Units are Kips and Inches NCDOT Micropile Research Anderson 01/14/08 JBA Micropile Bent Piles 5, 6, 7, & 8 : TIME Analysis Time - 4 second(s) : PRINT L=0 M=0 D=1 O=0 S=0 P=1 T=0 F=0 C=1 B=0 J=0 H=0 I=1 R=0 N=0 \ X=1 G=0 A=0 E=0 K=0 Q=0 V=0 : CONTROL 6 U= 0 D= 0 S= 0 K= 0 R= 0 N= 17 Z= 0 E= 0 H= 0 P= 0 V=1.0 F= 0 \ L= 0 Y= 0 B= 0 G= 0 A= 1 S= 0 T= 0 0 P= 2 F= 1 I= 100 T= 1 M= 512 X= 0 V= 4.14 L= a
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: SWFACT 1 F= 0 0 2 F= 0 0 3 F= 0 0 4 F= 0 0 5 F= 0 0 6 F= 0 0 : PILE NSET= 1 N= 17 S= 0 M= 0 NSEG= 5 C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 5.13 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 1 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 2 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.25 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 0.2 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.25 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area C Custom C T=2 D=2 U=0 : Drilled Shaft - nonlinear K= 1 L= 6.36 M= 1 C= 4 , 2000 \ S= 50,0,0,115,29000,0,0,30000 NL= 1 NG= 0 D= 10.75 V= 0 S= 490 TH= 0.5 IC= 0 T= 1 HPI= 0 \ BM= 0 X= 0 Z= -1 : (round) 0 0 D= 0 A= 0 : prest, # bars, diam, area E= 0 H= 1 A= 1 S= 10 G= 0 C= 0 3 6 1 1 : NPX, NPY, GSX, GSY 17.5 17.5 32.25 120 120 120 24 1 0.3 0.3 0.3 1 : MISSING 14 : number of missing piles 1 1 2 1
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3 1 1 2 3 2 1 3 3 3 1 4 3 4 1 5 3 5 1 6 2 6 3 6 : SOIL NSET= 1 L= 2 R= 2 C= 0 W= 0 O= 0 S= 0 B= 0 \ X= 0 : Nlayers,kcyc 35 100 110 0 0 0 8047 0.137 440568 6.75 \ 1 1 1 1 2.592e+006 0 0 0 0 \ E=-1.5,-8.25 B=-25 S=0 A=0 35 100 110 0 0 0 8047 0.137 440568 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 21.75 \ 8 1 1 1 2.592e+006 0 0 0 0 \ E=-8.25,-30 B=-25 S=2 A=0 35 150 168.4 0 4.176e+006 0 8047 0.137 440568 8047 0.137 1756 1 : Soil set 1 tip info : SOILSET : PILESET : CAP E= 4400 U= 0.2 T= 2.5 S= 150 : LOAD 28 L= 1 F= 10 0 0 0 0 0 42 L= 1 F= 10 0 0 0 0 0 28 L= 2 F= 20 0 0 0 0 0 42 L= 2 F= 20 0 0 0 0 0 28 L= 3 F= 30 0 0 0 0 0 42 L= 3 F= 30 0 0 0 0 0 28 L= 4 F= 40 0 0 0 0 0 42 L= 4 F= 40 0 0 0 0 0 28 L= 5 F= 50 0 0 0 0 0 42 L= 5 F= 50 0 0 0 0 0 28 L= 6 F= 55 0 0 0 0 0 42 L= 6 F= 55 0 0 0 0 0 : PADBC :
