<%BANNER%>

Field Testing of Prestressed Concrete Piles Spliced with Steel Pipes

Permanent Link: http://ufdc.ufl.edu/UFE0011356/00001

Material Information

Title: Field Testing of Prestressed Concrete Piles Spliced with Steel Pipes
Physical Description: Mixed Material
Copyright Date: 2008

Record Information

Source Institution: University of Florida
Holding Location: University of Florida
Rights Management: All rights reserved by the source institution and holding location.
System ID: UFE0011356:00001

Permanent Link: http://ufdc.ufl.edu/UFE0011356/00001

Material Information

Title: Field Testing of Prestressed Concrete Piles Spliced with Steel Pipes
Physical Description: Mixed Material
Copyright Date: 2008

Record Information

Source Institution: University of Florida
Holding Location: University of Florida
Rights Management: All rights reserved by the source institution and holding location.
System ID: UFE0011356:00001


This item has the following downloads:


Full Text

PAGE 1

FIELD TESTING OF PRESTR ESSED CONCRETE PILES SPLICED WITH STEEL PIPES By ISAAC W. CANNER A THESIS PRESENTED TO THE GRADUATE SCHOOL OF THE UNIVERSITY OF FLOR IDA IN PARTIAL FULFILLMENT OF THE REQUIREMENTS FOR THE DEGREE OF MASTER OF ENGINEERING UNIVERSITY OF FLORIDA 2005

PAGE 2

By Isaac W. Canner

PAGE 3

This document is dedicated to my family and friends.

PAGE 4

iv ACKNOWLEDGMENTS The field testing for this pr oject would not have been possible without the gracious donations of time, equipment and materials from those involved. We express thanks to the following individuals and companies for their time and resources. Paul Gilbert and Frank Woods of Wood H opkins Contracting, LLC allowed piles to be driven in their equipment yard and provide d useful input on the assembly process. Mike Elliott of Pile Equipm ent Inc. was very gracious in the donation of a Delmag D46-32 diesel hammer and a set of leads fo r the two-week long testing period. Pile Equipment also provided a hammer operator to assist with the pile driving. Don Robertson and Chris Kohlhof of A pplied Foundation Testing, Inc. monitored both the top and bottom set of accelerometers and strain gages for both pile driving events. Applied Foundation Testing also lent the software (CAPWA P) for the analysis the pile driving data. Brian Bixler of FDOT performed cone pe netration tests at the field site to determine the depth of the rock layer. He facilitated the FDOT’s donation of strain transducers and accelerometers that were sacrificed because they went below ground. Walt Hanford of Degussa Building Systems was very helpful in the selection of grouts for the steel pipe splice. John Newton of Dywidag Systems Interna tional performed the grout mixing and pumping for both pile splices with a consistent grout mix and the correct flow cone time. Kathy Grey of District 5, FDOT, also lent a PDA unit for one of the pile drive tests.

PAGE 5

v John Farrell of District 2, FDOT, lent a set of accelerometers, and a PDA unit for one of the pile drives, as well as monitore d one of the spliced p iles during driving, and provided valuable insight into the analysis of pile driving data.

PAGE 6

vi TABLE OF CONTENTS page ACKNOWLEDGMENTS.................................................................................................iv LIST OF TABLES.............................................................................................................ix LIST OF FIGURES...........................................................................................................xi ABSTRACT.....................................................................................................................xv i CHAPTER 1 INTRODUCTION........................................................................................................1 1.1 Problem Statement.................................................................................................1 1.2 Goals and Objectives.............................................................................................1 1.3 Background............................................................................................................2 1.3.1 FDOT Structures Labor atory Flexural Tests...............................................3 1.3.2 Field Testing at St Johns River Bridge.......................................................4 1.3.3 Previous Steel Pipe Splice Resear ch at the University of Florida...............5 2 PILE SPLICE TEST SPECIMEN MATERIALS........................................................7 2.1 Prestressed Concrete Piles.....................................................................................7 2.2 HSS Steel Pipe with Shear Transfer Mechanism..................................................9 2.3 Annulus Cementitious Grout...............................................................................11 2.4 Mating Surface Grout..........................................................................................14 3 ANALYSIS OF DRIVING A PR ESTRESSED CONCRETE PILE.........................17 3.1 Pile Driving Test Site Selection...........................................................................17 3.2 Cone Penetration Test from Field Site.................................................................17 3.3 Software Analysis of Pile Driving at the Test Site..............................................20 3.3.1 Static Pile Capacity Assessment with PL-AID.........................................20 3.3.2 GRLWEAP Software Analysis.................................................................21 3.3.3 Results of GRLWEAP Software...............................................................24 3.4 FDOT Standard Specifications fo r Road and Bridge Construction.....................25 3.5 Summary of Analyses..........................................................................................27

PAGE 7

vii 4 CONSTRUCTION PROCESS AN D FIELD TESTING METHOD.........................29 4.1 Pile Support and Spliced Pile Bracing Method...................................................29 4.1.1 Steel Template used to brace Spliced Piles...............................................29 4.1.2 Steel Channels used to brace Spliced Piles...............................................31 4.2 Initial Pile Drive to Cutoff Elevation...................................................................32 4.3 Top Half of Piles Cutoff......................................................................................33 4.4 Assembly of the Steel Pipe Splice.......................................................................35 4.5 Mating Surface Grouted a nd Annulus Grout Pumped.........................................37 4.6 Driving of Spliced Piles.......................................................................................40 4.6.1 Spliced Pile #1 Driven after Grout Cured 24 hours..................................40 4.6.2 Spliced Pile #2 Driven after Grout Cured 20 hours..................................40 4.6.3 Spliced Pile #1 Re-Driven after 4 days.....................................................41 4.7 Summary of Splice C onstruction Process............................................................42 5 COLLECTION AND ANALYSIS OF PILE DRIVING DATA...............................45 5.1 Data Collection with a Pile Driving Analyzer.....................................................45 5.2 PDA Input Information........................................................................................48 5.3 PDA Instrumentation Attachment Locations.......................................................49 5.4 PDA Unit Output.................................................................................................51 5.4.1 Maximum Stress in th e Pile from PDA Output.........................................51 5.4.2 Pile Capacity from PDA Output................................................................54 5.5 CAPWAP Software Analysis of PDA Data........................................................55 5.5.1 CAPWAP Analysis Method......................................................................55 5.5.2 Analysis of Hammer Impacts at Critical Tip Elevations...........................57 5.6 Results of CAPWAP Software Analysis.............................................................57 5.6.1 Maximum Tensile Stress in the Splice Section.........................................58 5.6.2 Maximum Pile Capacity and Compre ssive Stress in the Splice Section...60 5.7 Comparison of PDA Output w ith CAPWAP Software Output...........................63 5.8 Summary of Data Analysis Results.....................................................................68 6 SUMMARY AND CONCLUSION...........................................................................71 6.1 Summary..............................................................................................................71 6.2 Conclusion...........................................................................................................73 6.3 Recommended Pile Splice Specifications...........................................................73 APPENDIX A CEMENTITIOUS GROUTS......................................................................................78 B INSTRUMENTATION ATTACHEMENT METHOD.............................................87 C PDA OUTPUT FROM PILE DRIVING....................................................................90 D MATHCAD WORKSHEET CALCULATIONS.....................................................100

PAGE 8

viii E CAPWAP OUTPUT FO R TENSILE FORCES.......................................................108 F CAPWAP OUTPUT FOR COMPRESSIVE FORCES...........................................125 LIST OF REFERENCES.................................................................................................142 BIOGRAPHICAL SKETCH...........................................................................................144

PAGE 9

ix LIST OF TABLES Table page 3-1 Soil classification ba sed on friction ratio.................................................................18 3-2 PL-AID static pile capacity analysis output.............................................................21 3-3 Spliced pile model used in GRLWEAP software....................................................23 3-4 GRLWEAP output for spliced pile with Delmag D46-32 OED hammer................25 3-5 Variables for calculation of maximu m allowable pile driving stresses...................26 4-1 Blow Count Log for initial pile drive to cutoff elevation........................................33 4-2 Blow Count Log for Driving Spliced Piles #1 and #2.............................................41 4-3 Blow count log for continued driving of spliced Pile #1.........................................42 5-1 Pile input information used in PDA unit..................................................................48 5-2 AASHTO Elastic Modulus Equations for a range of f`c values..............................49 5-3 High tensile stresses for pile #2, PDA output calculated with voided cross sectional area of 646 in2...........................................................................................52 5-4 High compressive stresses for pile #1, PDA output calculated with the voided cross sectional area of 646 in2..................................................................................54 5-5 Pile model input to CAPWAP Soft ware for effective length of pile.......................56 5-6 Maximum value table for BN 17 of 383 for each segment of Pile #2.....................58 5-7 Summary of BN with high tensile stre sses in the splice of Pile #2 with spliced cross sectional of 891 in2..........................................................................................60 5-8 Summary of BN with high pile capac ity and compressive stresses in Pile #1 with spliced cross se ctional area of 891 in2..............................................................61 5-9 Maximum value table for BN 116 of 183 for each segment of Pile #1...................62 5-10 Pile #2 comparisons of PDA and CAPWAP maximum stresses.............................67

PAGE 10

x 5-11 Pile #1 comparisons of PDA and CAPW AP maximum compressive stresses and pile capacity.......................................................................................................67 E-1 CAPWAP output of fina l results for BN 17 of 383...............................................109 E-2 CAPWAP output of extr eme values for BN 17 of 383..........................................110 E-3 CAPWAP output of fina l results for BN 18 of 383...............................................113 E-4 CAPWAP output of extr eme values for BN 18 of 383..........................................114 E-5 CAPWAP software output of final results for BN 119 of 383...............................117 E-6 CAPWAP software output of ex treme values for BN 119 of 383.........................118 E-7 CAPWAP output of fina l results for BN 227 of 383.............................................121 E-8 CAPWAP output of extreme values for BN 227 of 383........................................122 F-1 CAPWAP output of fina l results for BN 116 of 183.............................................126 F-2 CAPWAP output of extreme values for BN 116 of 183........................................127 F-3 CAPWAP output of fina l results for BN 117 of 183.............................................130 F-4 CAPWAP output of extreme values for BN 117 of 183........................................131 F-5 CAPWAP software output of final results for BN 154 of 183...............................134 F-6 CAPWAP software output of ex treme values for BN 154 of 183.........................135 F-7 CAPWAP output of fina l results for BN 155 of 183.............................................138 F-8 CAPWAP output of extreme values for BN 155 of 183........................................139

PAGE 11

xi LIST OF FIGURES Figure page 1-1 The steel pipe splice compone nts and minimum splice length..................................5 2-1 Details of 30 inch square prestr essed concrete pile as constructed............................7 2-2 Corrugated metal for the entire length of void is required.........................................8 2-3 Pile void material location for piles used in pipe splice test......................................8 2-4 HSS steel pipes. A) Details of pipe with welded bars, B) HSS steel pipes with bars as-built..............................................................................................................10 2-5 Masterflow 928 annulus grout cube compressive strength test results....................13 2-6 The Set 45 mating surface grout. A) A pply mating surface grout, B) ready to lower the top pile into position.................................................................................15 2-7 Set 45 grout used to seal mating surface. A) – D) Different views of the grouted mating surface..........................................................................................................16 3-1 CPT results with soil divided into layers of cohesive and cohesionless..................19 3-2 Side friction and tip resistance on a 30 in ch pile at the test si te, used to describe the soil profile in GRLWEAP..................................................................................22 4-1 Splice testing prep aration. A) Template, piles and HSS pipes, B) the piles in the template....................................................................................................................30 4-2 Steel C channels to s upport spliced pile section......................................................32 4-3 Pile cutoff to expose void. A) Concrete pile is cut with diamond blade circular saw; B) metal liner of pile void is cut with an oxyacetylene torch..........................34 4-4 Void in each pile after removi ng cardboard sonotube below 54 inches..................35 4-5 Holes drilled to receive bo lts to support the steel pipe............................................36 4-6 Details of the grout plug. A) The di mensions of the grout plug, B) the grout plug is bolted on and compressed with a pl ywood disc, C) plug in the pile void....37

PAGE 12

xii 4-7 Steel bolts greased and inserted to support HSS pipe, annulus grout globe valve was attached with epoxy, and mating surface grout was applied.............................38 4-8 Vent hole active and wooden wedge s bracing the spliced pile section....................39 5-1 Force at the top instruments, Pile #2 BN 227 of 383, high tensile stresses.............47 5-2 Force at the top instruments, Pile #1, BN 116 of 183, high compressive stress......47 5-3 PDA instrumentation attached at the top and bottom of the piles............................50 5-4 Pile divided into 1 foot l ong segments for CAPWAP software...............................56 5-5 CAPWAP output of force at thr ee pile segments for BN 17 of 383 with maximum tensile force for spliced Pile #2...............................................................59 5-6 CAPWAP output of force at thr ee pile segments for BN 116 of 383 with maximum compressive force for spliced Pile #1.....................................................61 5-7 Match quality of output of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 17 of 383.......................................................64 5-8 Match quality of output of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 17 of 383......................................................................65 5-9 Match quality of output of CAPWAP computed velocity and PDA measured velocity at the top of Pile #2 for BN 18 of 383........................................................65 5-10 Comparison of PDA output and CAPWAP output at the lower gage location........66 6-1 Steel pipe splice speci fications for construction......................................................74 6-2 Elevation view of splice construction process.........................................................75 6-3 Mating surface detail of the steel pipe splice...........................................................76 6-4 Grout plug detail with materials and dimensions.....................................................76 6-5 Cross section view of the spliced p ile at the steel pipe vertical support..................77 A-1 Grout mixing operation. A) DSI grout mixer and flow cone time measured by FDOT, B) DSI grout mixer and pump machine.......................................................79 B-1 Top set of instruments; accelerometer on left side and strain transducer on right side........................................................................................................................... 87 B-2 Middle set of instruments, acceleromete r on left side and strain transducer on right side...................................................................................................................88

PAGE 13

xiii B-3 Bottom set of instruments with concrete anchor sleeves installed, A) accelerometer ready, B) strain transducer with casing ready..............................88 B-4 Bottom set of instruments, with steel cover plates attached on Pile #2; Pile #1 driven to cutoff elevation with tip at -14 feet...........................................................89 E-1 Pile divided into 1 foot l ong segments for CAPWAP software.............................108 E-2 CAPWAP output of force at th ree pile segments for BN 17 of 383......................111 E-3 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 17 of 383........................................................................111 E-4 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 17 of 383....................................................................................112 E-5 BN 17 of Pile #2 comparison of PDA output and CAPWAP output at the lower gage location..........................................................................................................112 E-6 CAPWAP output of force at th ree pile segments for BN 18 of 383......................115 E-7 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 18 of 383........................................................................115 E-8 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 18 of 383....................................................................................116 E-9 Pile #2 BN 18 comparison of PDA ou tput and CAPWAP output at the lower gage location..........................................................................................................116 E-10 CAPWAP output of force at three pi le segments for BN 119 of 383 of spliced Pile #2.....................................................................................................................119 E-11 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 119 of 383......................................................................119 E-12 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 119 of 383..................................................................................120 E-13 Pile #2 BN 119 comparison of PDA out put and CAPWAP output at the lower gage location..........................................................................................................120 E-14 CAPWAP output of force at thr ee pile segments for BN 227 of 383 with maximum tensile force for spliced Pile #2.............................................................123 E-15 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 227 of 383......................................................................123

PAGE 14

xiv E-16 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 227 of 383............................................................................124 E-17 Pile #2 BN 227 comparison of PDA out put and CAPWAP output at the lower gage location..........................................................................................................124 F-1 Pile divided into 1 foot l ong segments for CAPWAP software.............................125 F-2 CAPWAP output of force at th ree pile segments for BN 116 of 183....................128 F-3 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 116 of 183......................................................................128 F-4 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 116 of 183............................................................................129 F-5 BN 116 of Pile #1 Comparison of PDA output and CAPWAP output at the lower gage location................................................................................................129 F-6 CAPWAP output of force at th ree pile segments for BN 117 of 183....................132 F-7 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 117 of 183......................................................................132 F-8 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 117 of 183............................................................................133 F-9 Pile #1 BN 117 Comparison of PDA out put and CAPWAP output at the lower gage location..........................................................................................................133 F-10 CAPWAP output of force at th ree pile segments for BN 154 of 183....................136 F-11 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 154 of 183......................................................................136 F-12 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 154 of 183..................................................................................137 F-13 Pile #1 BN 154 comparison of PDA out put and CAPWAP output at the lower gage location..........................................................................................................137 F-14 CAPWAP output of force at th ree pile segments for BN 155 of 183....................140 F-15 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 155 of 183......................................................................140 F-16 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 155 of 183............................................................................141

PAGE 15

xv F-17 Pile #1 BN 155 Comparison of PDA out put and CAPWAP output at the lower gage location..........................................................................................................141

PAGE 16

xvi Abstract of Thesis Presen ted to the Graduate School of the University of Florida in Partial Fulfillment of the Requirements for the Degree of Master of Engineering FIELD TESTING OF PRESTR ESSED CONCRETE PILES SPLICED WITH STEEL PIPES By Isaac W. Canner August 2005 Chair: Ronald A. Cook Major Department: Civil and Coastal Engineering This project involved the de sign and field testing of a splice for square precast prestressed concrete piles cont aining a cylindrical void. The pile splice incorporates a 20 foot long 14 inch diameter steel pipe grouted into the 18 inch diameter cylindrical void of a 30 inch square pile. The material specifi cations and a descripti on of the construction process are included. Two spliced piles were driven using a di esel hammer. The forces propagating through the piles during inst allation were measured us ing dynamic load testing equipment. The maximum forces were us ed to calculate the maximum tensile and compressive stresses in the pile to compare these with the allowable pile driving stress limits. The maximum measured tensile stre sses exceeded the allowable limit. The maximum measured compressive stress was comp arable to the allowable limit. Field observations and review of data acquired dur ing installation indicated no signs of splice deterioration or pile damage.

PAGE 17

1 CHAPTER 1 INTRODUCTION Currently, the Florida Department of Tr ansportation [FDOT] uses a dowel bar splice for prestressed concrete piles (FDOT 2005). The deta ils consist of steel dowels and epoxy mortar. The size and number of dow els depend on the cross sectional area of the pile. There are no standa rd national guidelines on how to splice together piles; however guidelines suggest that a pile splice should be of equal strength and performance of the unspliced pile (Issa 1999). The steel pi pe splice method presented in this thesis is an alternative method to be used for an unplanned splice of a voided 30 inch square prestressed concrete pile. 1.1 Problem Statement An alternative pile splice method was need ed for prestressed concrete piles. The alternative method investigated in corporates a steel pipe groute d into the void of the pile. The flexural strength of the steel pipe sp lice method was verified by laboratory testing (Issa 1999); however the axial cap acity of the splice needed to be checked to verify that the stresses caused during pile driving would not cause the splice to fail. Furthermore, the construction method and construction materi als needed to be tested in the field environment to determine if the means and me thods were adequate to be specified by the Florida Department of Transportation. 1.2 Goals and Objectives The goal of this research was to test th e steel pipe splice de sign, by selecting the best materials and construction method, to dete rmine the axial capacity of the splice. The

PAGE 18

2 reason for conducting a full scale pile driving te st on the pile splice design was that the stresses caused by pile driving are the largest axial load the pile will be subjected to during its design life. The best way to veri fy that the steel pipe splice design could withstand the allowable stresses was to drive it in the ground a nd use dynamic load testing equipment to measure the axial load applied to the pile for each hammer impact. The dynamic load test results would provide the maximum forces carried by the splice, which can be converted to an equivalent stre ss to compare with the allowable pile driving stress limits from Section 455 of the FDOT St andard Specifications for Road and Bridge Construction (FDOT 2004a) and the computed axial design strength of the splice from the Alternatives for Precast Pile Spli ces report (Britt, Cook, and McVay 2003). After proving the minimum axial strengt h of the splice was greater than the maximum allowable pile driving load, the objec tive was to create the first draft of the FDOT specification for the steel pipe splice method. This would include: Detailed material specifications used in the splice. Outline of the construction process to follow for a successful splice. Design drawings to illustrate the materials and construction process. 1.3 Background Previous research on the alternative pile splice method in th e state of Florida includes both laboratory and field testing. The steel pipe splic e method was first tested in the laboratory to determine the flexural capacity of a spliced 30 inch square prestressed concrete pile (Issa 1999). Success in the labo ratory was followed by the testing of three splices being constructed at an FDOT site (Goble Rauche Likens and Associates [GRL], Inc. 2000). However, due to problems during construction with assembly of the splice, the pile driving was not successful because of failure of the splice re gion. The next step

PAGE 19

3 was Part 1 of the Alternatives for Precas t Pile Splices report (Britt, Cook, and McVay 2003) which calculated the design capacity of th e splice, developed a lab test setup to determine the static axial strength, and outlined field assembly guidelines. Details of these projects are presented in the following sections. 1.3.1 FDOT Structures Laboratory Flexural Tests At the FDOT Structures Laboratory in Tall ahassee, the splice was tested in flexure with 10 foot and 15 foot long steel pipe spli ces, to provide 5 feet and 7.5 feet embedment on either side of the joint. A report was written by Issa (1999) on the results of the testing. For both tests, the pipe was a HSS 14.00 x 0.500 and made of grade 42 steel. Rebar was welded to the outside of the pipe at a 6 inch pitch. The 10 foot long steel pipe splice was test ed by simply supporting the ends of the 22 foot long pile, and placing hydraulic jacks at a distance of 2.5 feet from either side of the splice interface to provide a region of uni form moment. The 10 foot long steel pipe splice did not work because hor izontal cracks occurred in the splice region at a moment of 255 kip-ft with a failure moment of 581 kip-ft. The second specimen’s steel pipe was a to tal of 15 feet long and was filled with concrete to prevent buckling of the steel pipe. The 30 foot long pile was simply supported at each end and hydraulic jacks were pl aced at a distance of 5 feet from either side of the splice interface. The ultimate te st moment capacity was observed to be 840 kip-ft. The unspliced pile had a calculated nomi nal moment capacity of 1000 kip-ft and the steel pipe spliced pile section had a calculated nominal mome nt capacity of 878 kipft. Therefore, the pile developed 84% of th e calculated unspliced pile capacity and 96% of the calculated spliced pile capacity (Issa 1999).

PAGE 20

4 1.3.2 Field Testing at St. Johns River Bridge After completion of the laboratory flexural test of the splice, a minimum splice length of 12 feet was recommende d, with 6 feet on either side of the joint (Issa 1999). The splices tested at St. Johns River Bridge were constructed using 20 foot long steel pipes. The steel pipe splice design was test ed in the field by driv ing three 75 foot long piles, splicing a 75 foot long section on t op of each, and re-driving the spliced 150 foot long piles. All three spliced piles experienced failure of th e splice and the spliced piles would not drive (GRL, Inc. 2003). Several issues may have contributed to th e spliced pile failure. The 75 foot long upper pile section was not released from the cr ane while the grout in the annulus cured. This may have resulted in the annulus grout not setting properly be cause of small sway movements of the crane. Secondly, the steel pipe was smooth; a inch diameter steel bar was not welded to the pipe to add deform ations to create a mechanical bond. Lastly, an epoxy mortar bed between pile ends was cr eated by placing steel sh ims at the joint. These steel shims were not removed prior to driving and therefor e created four stiff points at the joint. One possible cause of the mating surface to fail during pile driving was stress concentrations in the epoxy grout caused by the difference in elastic modulus between the epoxy grout and the steel shims. It is not known if the splice interface at the pile ends, or the grout in the annulus failed fi rst. If the grout in the annulus had cured properly, the tension stresses cau sed during driving would have been transferred to the steel pipe through shear and carri ed across the splice. Howeve r, if the epoxy mortar bed and the concrete at the splice mating surface de teriorated, a large di scontinuity in crosssection properties would be cr eated. The large decrease in pile impedance at the joint would result in smaller refracted compression wa ves and larger reflected tension waves at

PAGE 21

5 the splice. The reflected tension waves woul d act to pull the piles apart, which could only be transferred across the splice by the annulus gr out through shear transfer. The problems in the prior splice tests were considered during the design of the new splice and the development of the construction gu idelines utilized. For example, the steel pipe was deformed with a inch diameter ba r spirally wound at an 8 inch pitch. Also, the steel shims were removed from the sp lice interface to create a more homogenous transition between pile end materials. Additi onally, the pile was released from the crane and supported by an external rigid frame while the annulus grout cured overnight. 1.3.3 Previous Steel Pipe Splice Resea rch at the University of Florida The Alternatives for Precast Pile Splices report by Britt, Cook, and McVay (2003) provides the design of the stee l pipe splice for tension, fl exure, and compression. The load path for each loading was considered and then designed in order to provide adequate capacity. The minimum length of steel pipe was determined to provide a capacity equal to a continuous unspliced 30 inch square pres tressed concrete pile. The minimum length of steel pipe included the development and tran sfer lengths of the steel pipe and strands in the concrete. The required length of st eel pipe embedment was determined to be 7 feet, for a 14 foot long pipe as shown in Figure 1-1. Figure 1-1 The steel pipe splice co mponents and minimum splice length. After the splice failures during pile driving at the St. Johns River Bridge (GRL, Inc. 2003), the axial design of the splice was invest igated. The splice was designed to resist 30” Square Prestressed Concrete Pile Annulus Grout HSS 14.000 x 0.500

PAGE 22

6 the pile driving load. The load from the hamm er was transferred from the pile to the steel pipe through the grout in the annulus. A mechanical bond was provided between the inside of the pile, the grout, and the deformed steel pipe. In tension, the steel pipe carries the entire load across the spli ce mating surface. The steel pi pe has a cross sectional area of 19.8 in2 and is Grade 42 steel; ther efore the pipe can resist a tensile load of 832 kips before yielding. The nominal moment capacity of an unspliced 30 inch pile was determined to be 966 kip-ft. The nominal moment capacity of the steel pipe spliced section was determined to be 855 kip-ft (Britt, Cook, and McVay 2003).

PAGE 23

7 CHAPTER 2 PILE SPLICE TEST SPECIMEN MATERIALS This chapter presents information on the materials that were used to construct the splice. Two steel pipe splices were constructe d using the same prestressed concrete piles, hollow structural steel pipes, cementitious annulus grout, and mating surface grout. 2.1 Prestressed Concrete Piles The prestressed concrete piles tested were constructed by Standard Concrete Products of Tampa, FL. The FDOT sta ndard drawing Index No. 630 (FDOT 2005) was used to specify the two 40 feet long 30 inch square prestressed concrete piles with a strand pattern of twenty 0.6 inch diameter, 270 Low Relaxation Strands at 41 kips each. The solid ends of the pile were 4 feet long and the middle 32 feet s ection was hollow with a mean diameter of 18 inches as shown in Figure 2-1. Figure 2-1 Details of 30 inch square pres tressed concrete pile as constructed. Solid Section Hollow Section 18” Void 2” Vent Hole 4 ft 32 ft 4 ft W4.0 Spiral Ties

PAGE 24

8 The form used to construct the void was requested to be corrugated metal for the entire length as shown in Figure 2-2. The depth of the corrugation was 0.5 inches, measured as the vertical distance from a straig ht edge resting on the corrugation crests to the bottom of the intervening valley (ASTM A760 1994). Figure 2-2 Corrugated metal for the entire length of void is required. After driving both piles and cutting them in half, it was discovered that corrugated metal was used to form 20 feet of the 32 foot void length, with the remaining 12 feet being cardboard sonotube. The top half was entirely corrugated metal. The bottom half of pile in the ground had 4.5 feet of corruga ted metal below the cutoff elevation, and the remaining 7.5 feet below were cardboard s onotube. Figure 2-3 shows the corrugated metal liner in the splice section on the left side and the cutoff driven pile on the right side with both corrugated metal and cardboard sonotube. Figure 2-3 Pile void material location for piles used in pipe splice test.

PAGE 25

9 In future applications of the steel pipe sp lice, the piles should be required to have a corrugated metal pipe to form the void. Meta l void liner was requested for the entire void, but was not provided for the entire void, the only option was to remove the cardboard and continue the sp lice construction. To strip the cardboard, the void in the pile was filled with water and allowed to soak overnight. The next morning the cardboard was stripped using a variety of tools to expose smooth bare concrete. Galvanized steel pipe will no longer be used to form the void of prestressed concrete piles, because the potentials devel oped upon the steel strands is of sufficient magnitude and duration to cause hydrogen embritt lement of the strands (Hartt and Suarez 2004). Acceptable alternatives to galvanized steel pipe woul d be either bare steel corrugated pipe or two options provided by Contech are Aluminized Steel Type 2, which is bare steel hot-dipped in commercially pure aluminum, or a polymer coated steel pipe, such as Trenchcoat (Contech Products 2005). 2.2 HSS Steel Pipe with Shear Transfer Mechanism The steel pipe used to splice the p iles was a 20 foot long HSS 14.000 x 0.500. The preferred material specification for round Ho llow Structural Sections [HSS] is ASTM A500 grade B with minimum yield stress of 42 ksi (AISC 2001). The minimum design length of the steel pipe recommended in the Al ternatives for Precast Pile Splices report (Britt, Cook and McVay 2003) was increased from 14 feet to 20 feet, providing 10 feet of bond length on both sides of the splice. Prior to testing, the steel pipe was prepar ed with inch diameter plain steel bar welded to the pipe to provide deformations at 8 inch spacing. The bar was spirally

PAGE 26

10 wound and fillet welded in posit ion with two inches of 3/16 in ch fillet weld per foot of steel bar as shown in Figure 2-4. A B Figure 2-4 HSS steel pipes. A) Details of pipe with welded bars, B) HSS steel pipes with bars as-built. Steel hoops could also be us ed and would likely be more cost effective than the spirally wound bar. After forming them to 14 inch diameter hoops, they would be

PAGE 27

11 welded to the pipe at 8 inch spacing with two inches of 3/16 inch fillet weld per foot of steel bar. The steel pipe was filled with concrete to prevent local buckling when loaded in bending. To allow gasses to escape through the spliced section, a 3 inch diameter pipe was provided inside of the 14 inch diameter pipe. To accomplish this, a 14 inch diameter steel plate with a 3 inch diamet er center hole was welded to the bottom end of the 14 inch diameter steel pipe. The 3 inch diameter stee l pipe was welded in place, and the 14 inch diameter steel pipe was filled with normal weight concrete. The steel pipe filled with concrete weighed approximately 2 tons. 2.3 Annulus Cementitious Grout One of the most critical parts of the sp lice was the grout in the annulus that bonded the HSS steel pipe to the inside of the pile. The grout provided a mechanical bond because of the deformations on the steel pipe and the corrugation on the inside of the pile. Degussa Building Systems’s product Masterfl ow 928, a high-precision mineral-aggregate grout with extended working time was chosen as the best option. The Masterflow 928 product specification sheet is attached in Appendix A. The extended working time was essential because 14 cubic feet or 30 bags of grout had to be mixed and pumped continuously into the splice. This requirement eliminated the possibility of using a polymer epoxy grout or a rapid setting cemen titious product such as Master Builders 747 Rapid Setting Grout. Another requirement of the grout was that it be designated a nonshrink grout and reach 3800 psi within 20 hours. The products on the FDOT list of approve d post-tensioning grouts were fluid and could be pumped into the annulus, but di d not have the required 24 hour compressive

PAGE 28

12 strength for this type of dynamic loading. No prior FDOT specification existed for this type of grouting application. The fluid grout consistency was used to ensure good consolidation in the small crevices in the annulus of the splice and to fill the 20 foot grout head. According to the product specification sheet, at a fluid consistency, the unit weight of Masterflow 928 was approximately 135 pounds per cubic foot and the flow cone time was between 25-30 seconds per ASTM C939. The compressive strength for the fluid consistency was 3500 psi after 1 day, and 7500 psi after 28 days. Dywidag Systems International performe d the grout mixing and pumping using their colloidal mixer with an agitator holding tank. Two large air compressors were used to power the mixers and pump. The mixer had a water tank with a volume measurement so that the mixing process could be consiste ntly repeated, after a trial batch was mixed with the correct water volume to achieve the re quired flow time. Th e first batch of grout was mixed and the flow cone time was measured at 44 seconds for Pile #1. The product specification sheet specified a flow time between 25 and 30 seconds for a fluid grout consistency. A longer flow time corresponded to a more plastic gr out; therefore water was added to decrease the flow time to 30 seconds for Pile #1, before pumping continued. For Pile #2, the first flow time was measured at 22 seconds; the grout mix was adjusted to a flow time of 35 seconds before pumping continued. During the grouting process, grout cubes we re cast for testing in accordance with ASTM C942. Before driving the spliced piles, the grout cubes were tested to measure the compressive strength.

PAGE 29

13 Pile #1 was spliced and driven 24 hour s after the grout pumping was completed when the annulus grout cube compressive stre ngth was 4500 psi. Pile #2 was spliced and driven 20 hours after the grout pumpi ng was completed. The minimum grout compressive strength required was set at 3800 psi because spliced Pile #2 was driven successfully when the grout cube compressive strength was equal to 3800 psi. Figure 2-5 is a plot of the average compressive strength of the grout cubes. Each point represents the average of three cubes tested. Masterflow 928 Grout Cube Compressive Strength Test Results 0 1000 2000 3000 4000 5000 0481216202428 Time After Grout Placement (Hours)Compressive Strength (psi) Pile #1 (flow time 44 sec, 30 sec) Pile #2 (flow time 22 sec, 35 sec) Figure 2-5 Masterflow 928 annul us grout cube compressive strength test results. The characteristics of the Masterflow 928 annulus grout are outlined below. An equivalent product could be used in the annulus of the splic e, provided that it meets the requirements outlined below: Designated as a non-shrink grout. Extended working time to allow con tinuous placement of 14 cubic feet. Fluid consistency pumpable into the 2 inch wide by 20 feet verti cal splice annulus. High early compressive stre ngth: minimum 3800 psi. Strength required = 3800 psi

PAGE 30

14 2.4 Mating Surface Grout At the mating surface between the two piles a rapid setting mortar was needed to fill and seal the gap between th e piles. The fluid Masterflow 928 grout would leak if the mating surface was not sealed. The other purpose of the mating surface grout was to provide compressive force transfer between th e pile ends. The characteristics of the mating surface grout are outlined below: High compressive strength with a cure time less than one hour. Easy to trowel onto the mating surface in a mortar bed. Good workability so the contractor has time to align the piles plumb. Provide a seal at the mating surface for th e grout to be pumped into the annulus. The pile head was removed using an air powered diamond blade circular saw and a choker cable from the crane. After the saw cut through the prestressing strands the crane slowly bent the pile until it broke. When the splice secti on was lowered into position, the gap at the mating surface was measured at the outer edge and ranged from 0.5 to 1 inch depending on the side of the pile. Initially for the splice mating surface, Concresive 1420 general purpose gel epoxy adhesive seemed like the best product because of its high strength and ability to seal the mating surface. While in the field on the day of the spli ce assembly, the plan to use Concresive 1420 general purpose gel epoxy adhesive changed because the product was supplied in two-part tubes with a mixing gun to apply it. If the product were supplied in a gallon bucket, the volume required could have been mixed at once and applied to the mating surface. However, for the supply on hand, the volume required to fill the gap was too large to dispense using tube s. Also, after mixing a tria l batch, the product setup too quickly and would not give the contractor enough time to align the piles plumb. The

PAGE 31

15 FDOT dowel splice method had a similar pr oblem of short setup time with an epoxy adhesive. The Degussa Building Systems product Set 45 was used because it had sufficient working time with a quick setup and high stre ngth. Two bags were enough to spread a bed of mortar on the mating surface as shown in Figure 2-6. The Set 45 was mixed with the minimum recommended water volume. Th e extra mortar was pushed out when the top pile was lowered into position. A plyw ood form was not used because it was not needed for the mortar consistency. Howe ver, a plywood form should be required for FDOT jobs for quality control, and to ensure the gap is entirely filled no matter what the water content. The Set 45 product specifica tion sheet is attached in Appendix A. A B Figure 2-6 The Set 45 mating surface grout. A) Apply mating surface grout, B) ready to lower the top pile into position. At this point during construction it was impor tant for the spliced pile section to be braced from moving while the grout cured. For this test, the top pile was braced in position by the template with wood wedges holding it plumb when the crane cable was released as shown in Figure 4-8. After a bout 45 minutes, the mortar was solid and the grout could be pumped into the annulus wit hout leaking as shown in Figure 2-7 below.

PAGE 32

16 Figure 2-7 Set 45 grout used to seal mating surface after curing 45 minutes.

PAGE 33

17 CHAPTER 3 ANALYSIS OF DRIVING A PRESTRESSED CONCRETE PILE This chapter discusses the methods used to analyze the so il profile and the prestressed concrete pile driv ing at the site where the steel pipe splice tests were conducted. The pile driving hammer was select ed for the pile size and soil profile at the site. The goal of this analys is was to determine the effect of the weak layers and stiff layers in the soil profile on the pile capaci ty and maximum stresses in the pile during driving. 3.1 Pile Driving Test Site Selection The pile splice test site was selected base d on several factors. An initial goal was to find a test site that had a layered soil stratum with Florida limestone approximately 40 feet below grade. A shallow limestone rock layer was desired b ecause a shorter pile length would be less expensive and mo re easily handled by the contractor. A soil profile consisting of both strong and weak layers was preferred to test the splice design under the most strenuous pile dr iving conditions. The p ile resistance is a combination of side friction along the length of the pile and end bear ing at the tip. The relative magnitude of side friction to end bearing will cause different magnitudes of stresses in the pile during driving. Layers of sand, silt, and clay would provide the type of pile driving conditions necessary to stress the pile in both tens ion and compression. 3.2 Cone Penetration Test from Field Site The University of Florida Cone Penetr ation Test [CPT] truck was used to determine the soil profile at th e test site in Jacksonville. The cone was continuously

PAGE 34

18 pushed into the soil at a rate of about 20 mm/sec powered by hydraulics in the truck. The electronic cone penetrometer measured e nd resistance and sleeve friction on the steel cone as a function of depth. The friction ratio, Rf, was equal to the sleeve friction divided by the tip resistance on the cone. The friction ratio was used to classify the soil into cohesive and cohesionless layers based on Table 3-1. Table 3-1 Soil classificati on based on friction ratio. Soil TypeRf Sand 0 < Rf <1.5 Silt 1.5 < Rf < 3.0 Clay 3.0 < Rf < 6.0 At the test site in Jacksonville, two cones were pushed into the ground, approximately 130 feet apart, numbered 9604 and 9606, on either side of the proposed pile driving location. The sleeve friction and end bearing on the electronic cone penetrometer was measured from ground elev ation to the impenetr able rock layer, possibly limestone. Both cone tests showed similar soil profile layer data and the impenetrable rock layer at a depth of 31 f eet below grade. The truck moved when the cone was pushed into the rock layer. The pressure was released to avoid bending the steel rod. Figure 3-1 is a plot of the sl eeve friction, end bearing, and friction ratio recorded from each cone sounding with soil laye r divisions of cohesive and cohesionless. The piles were driven 30 feet away from the cone penetration test hole. During driving of spliced pile #1, th e rock layer was not encountered at 31 feet below grade as predicted by both CPT results. Two additional c ones were pushed adjacent to the piles to determine the depth of limestone rock. The CPT test performed 15 feet east of pile #1 showed the rock layer at eleva tion -36 feet. The CPT test performed 20 feet west of pile #2 showed the rock layer at elevation -39 feet.

PAGE 35

19 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 00.511.52 Side Friction (tsf)Depth (ft ) CPT #9606 CPT #9604 0100200300 Tip Resistance (tsf) CPT #9606 CPT #9604 01.534.56 Friction Ratio (%) CPT #9606 CPT #9604 Figure 3-1 CPT results with soil divided in to layers of cohesive and cohesionless. Cohesionless Cohesive Cohesionless Cohesive Cohesionless Cohesive Rock

PAGE 36

20 3.3 Software Analysis of Pile Driving at the Test Site Geotechnical engineering software was used to estimate the side friction and end bearing on a 30 inch square prestressed concrete pile from the CPT data recorded at the test site. The side friction and end bearing was used to model the soil profile in GRL, Inc. software titled GRLWEAP, which was us ed to simulate the proposed pile driving hammer system. 3.3.1 Static Pile Capacity Assessment with PL-AID The PL-AID software was used to estimate the static pile capacity, which was a combination of side friction and end b earing. The data recorded by the cone penetrometer was input into PL-AID with th e pile material, cross section, and length to determine the unit side friction and unit end bearing on a 30 inch square prestressed concrete pile as a function of depth. The PL -AID software output the design side friction and end bearing in tons at one foot depth increments. PL-AID used the minimum path rule (AASHTO 2004a) considering the soil 8 diameters above the tip and 0.7 to 4 diameters below the tip to determine the tip resistance. The output from PL-AID was a table of the estimated static pile capacity versus tip elevation as shown in Table 3-2. The ultimate unit side friction was calculated by multiplying the average side friction for a layer by two to get an ultimate value and dividing by the surface area of pile in the layer. The ultimate end bearing wa s calculated by multiplying the design value by three to get an ultimate value. The side fric tion on a prestressed concrete pile can also be estimated as 40% of the side friction record ed on the cone penetrom eter. The output of these calculations was shown in Figure 3-2 as a plot of side friction and end bearing on a 30 inch square prestressed concre te pile versus depth. The shape of the plot was similar to the CPT results highlighting bot h strong and weak layers. Th e ultimate unit side friction

PAGE 37

21 and ultimate end bearing on a 30 inch square co ncrete pile were used to model the soil profile at the test site fo r GRLWEAP software analysis. Table 3-2 PL-AID static pile capacity analysis output. Test Pile Length feet Pile Tip Elevation feet Design Side Friction tons Design End Bearing tons Design Pile Capacity tons Ultimate Pile Capacity tons Factor of Safety 2 -2 0.64 24.1 24.7 73.5 0.24 3 -3 1.62 20.1 21.7 63.5 0.21 4 -4 2.65 13.3 16.0 45.3 0.15 5 -5 3.31 7.30 10.6 28.5 0.09 6 -6 4.24 6.40 10.7 27.7 0.09 7 -7 4.81 6.70 11.5 29.6 0.10 8 -8 5.07 20.4 25.4 71.2 0.24 9 -9 5.73 32.3 38.0 108 0.36 10 -10 7.7 34.2 41.9 117 0.39 11 -11 11.2 34.6 45.7 126 0.42 12 -12 13.6 35.3 48.9 133 0.44 13 -13 16.0 36.4 52.4 141 0.47 14 -14 19.0 32.7 51.7 136 0.45 15 -15 21.5 32.2 53.6 139 0.46 16 -16 22.8 36.0 58.8 153 0.51 17 -17 22.7 56.7 79.4 215 0.71 18 -18 22.7 73.3 95.9 265 0.87 19 -19 23.6 75.9 99.5 274 0.91 20 -20 25.9 73.3 99.2 271 0.89 21 -21 28.4 88.4 117 322 1.06 22 -22 30.6 115 145 405 1.33 23 -23 33.3 96.3 129 355 1.17 24 -24 36.8 81.6 118 318 1.04 25 -25 39.2 79.9 119 318 1.04 26 -26 41.3 98.5 139 378 1.24 27 -27 44.3 84.7 128 342 1.12 28 -28 47.0 51.8 98.7 249 0.82 3.3.2 GRLWEAP Software Analysis The Wave Equation Analysis for Piles (WEA P) is the standard method to evaluate the suitability of the Contractor’s proposed pi le driving system, as well as to estimate the driving resistance, in blows per 12 inches, to achieve the pile bear ing requirements, and to evaluate pile driving stresses (FDOT 2004a).

PAGE 38

22 Figure 3-2 Side friction and tip resistance on a 30 inch pile at the test site, used to describe the soil profile in GRLWEAP. GRL WEAP Ultimate Tip Resistance 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 0100200300 Tip Resistance (tons)Depth (ft ) Ulitmate Tip Resistance Cohesive Cohesionless Cohesionless Cohesive Cohesionless Cohesive Limestone GRL WEAP Ultimate Unit Side Friction 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 00.51 Side Friction (tsf)Depth (ft ) Ultimate Unit Side Friction Cohesionless Cohesive Cohesionless Cohesionless Cohesive Cohesive Limestone

PAGE 39

23 For this project, the University of Flor ida proposed the pile driving system and evaluated it based on the soil pr ofile at the test site. The proposed pile driving system was simulated using GRLWEAP software. It wa s necessary to simulate the soil profile at the site, the spliced pile geometry, the pile cushion thickness, and di fferent pile driving hammer types to estimate the pile ca pacity, and stresses during driving. The spliced pile was modeled in GR LWEAP by inputting the cross section properties as a function of lengt h, as shown below in Table 3-3. Table 3-3 Spliced pile model used in GRLWEAP software. Distance Below Top feet Cross Sectional Area in2 Elastic Modulus ksi Unit Weight lb / ft3 0 900 4,000 150 4 900 4,000 150 4 646 4,170 150 10 646 4,170 150 10 891 4,680 150 30 891 4,680 150 30 646 4,170 150 36 646 4,170 150 36 900 4,000 150 40 900 4,000 150 The soil profile data of skin friction a nd end bearing on a 30 inch pile shown in Figure 3-2 was input. A drivab ility analysis was used to estimate the maximum stresses in the pile, the pile capacit y, and the blow count log. To choose the correct size hammer for the field site and pile size, the cushion thickness and fuel settings were adjusted for different Open End Diesel [OED] hammers. The optimal hammer would cause stresses in th e pile equivalent to the allowable limits set by Section 455 of the FDOT Standard Speci fication for Road and Bridge Construction (FDOT 2004a).

PAGE 40

24 3.3.3 Results of GRLWEAP Software A Delmag D46-32 single-acting OED hamme r was donated by Pile Equipment, Inc. of Green Cove Springs. The output s hown below is for the Delmag D46-32 hammer with a 3 inch thick plywood pile cushion. Th e properties of the hammer are included in GRLWEAP and are summarized below. The hammer piston weighed approximately 5 tons, the operating weight of the hammer wa s 10 tons, and the pile cap weighed 7.5 tons. The hammer had four fuel settings which were all used during pile driving, with the majority being fuel settings 2 and 3. The energy per blow delivered to the pile ranged from 52.26 ft-kips to 122.14 ft-kips for a D46-32 hammer. The output from GRLWEAP was provided at one foot depth increments as shown below in Table 3-4, which included the estimat ed ultimate pile capacity, side friction, end bearing, blow count, compressive stress, and tension stress. The stroke height was a function of pile resistance whic h would be useful to control tensile stresses in concrete piles during easy driving. The pile capaci ty increased near the rock layer. The compressive stresses were consistent until the rock layer at elevation -31 feet when they increased. The tension stresses were high, but could be controlled by using a lower fuel setting or increasing the plywood pile cushion thickness from 3 to 6 inches. The maximum stresses in the pile were compared with the maximum allowable stresses specified in Section 455 of the F DOT Standard Specifications for Road and Bridge Construction. The estimated pile cap acity was compared w ith the design capacity of 200 to 450 tons for a 30 inch pile. The es timated blow counts were compared with the recommended range of 20 to 120 blows per foot for a correct sized hammer (FDOT 2004a).

PAGE 41

25 Table 3-4 GRLWEAP output for spliced pile with Delmag D46-32 OED hammer. Depth feet Ultimate Capacity kips Side Friction kips End Bearing kips Blow Count Blows/ft Compressive Stress ksi Tensile Stress ksi 1 345 1.2 344 17.1 2.55 -0.56 2 366 6.3 360 18.6 2.56 -0.52 3 245 14.6 231 10.6 2.47 -0.74 4 167 20.1 147 6.2 2.40 -0.87 5 133 24.6 108 4.6 2.33 -0.90 6 97.0 27.5 69.5 3.2 2.27 -0.93 7 59.6 28.7 30.9 2.3 2.15 -0.90 8 101 29.1 71.6 3.3 2.28 -0.93 9 193 30.2 162 7.7 2.43 -0.84 10 218 32.1 186 9.1 2.45 -0.80 11 235 35.0 200 10.2 2.47 -0.77 12 217 38.1 178 9.1 2.45 -0.80 13 198 41.0 157 8.1 2.43 -0.83 14 186 44.7 141 7.4 2.42 -0.86 15 179 49.1 129 7 2.41 -0.87 16 202 52.8 149 8.4 2.44 -0.83 17 254 53.3 201 11.5 2.49 -0.74 18 373 53.8 319 19.6 2.56 -0.53 19 393 55.0 338 21.2 2.58 -0.50 20 383 58.2 325 20.4 2.57 -0.52 21 404 61.1 343 22.1 2.59 -0.49 22 402 64.5 337 22 2.59 -0.49 23 401 69.3 332 22 2.59 -0.50 24 402 75.6 326 22.1 2.59 -0.50 25 438 81.6 357 25 2.61 -0.44 26 468 85.5 383 27.5 2.63 -0.40 27 417 91.3 326 23.5 2.61 -0.48 28 358 96.6 262 18.9 2.59 -0.59 29 331 100 231 17 2.58 -0.64 30 302 102 200 15.2 2.55 -0.70 31 906 106 800 66.6 2.74 -0.22 32 907 107 800 66.9 2.74 -0.22 3.4 FDOT Standard Specifications for Road and Bridge Construction Section 455 of the FDOT Standard Sp ecifications for Road and Bridge Construction (FDOT 2004a) provided requi rements to properly install foundation structures including piling, drilled shafts and spread footings. This section was used as a

PAGE 42

26 guideline for determining the pile capacity and the maximum allowable stresses in prestressed concrete piles. The maximum allowable stresses in the pile are a function of the specified minimum compressive strength of concrete f`c, and the effective prestress, fpe, on the cross section at the time of driving, taken as 0.8 times the initial prestress force, after all losses. The calculation of fpe for a 30 inch square prestresse d concrete pile with twenty 0.6 inch diameter prestressing strands, at 41 ki ps each, is summarized below in Table 3-5. Table 3-5 Variables for calcu lation of maximum allowabl e pile driving stresses. f`c 6,000 psi Specified minimum compressive strength of concrete Aconc 646 in2 Cross sectional area of voided pile Astrand 0.217 in2 Area of 0.6 inch diameter strand fpu 270 ksi Ultimate prestress fpi = fpu 0.70 189 ksi Initial prestre ss, specified at 41 kips feff = 0.90 fpi 170 ksi Effective prestress, assume 10% losses. Fstrand = feff Astrand 37 kips Force per strand after losses. Ftotal = 20 Fstrand 738 kips Total force on cross section fpe = 0.8 Ftotal / Aconc 920 psi Effective prestress on the cross section for a continuous pile fpe = 0 0 psi Zero effective prestress at the splice. The equations provided in Section 455 of the FDOT Standard Specifications for Road and Bridge Construction (FDOT 2004a) in non SI units are provided below. The maximum allowable compressive stress was co mputed in equation (1), and the maximum allowable tensile stress was computed in equation (2).

PAGE 43

27 Sapc = 0.7 f`c 0.75 fpe (psi) Eqn. (1) Sapt = 3.25 (f`c)0.5 +1.05 fpe (psi) Eqn. (2) For a continuous unspliced 30 inch squa re prestressed concrete pile, the prestressing strands contribute an effective prestress, fpe, to the concrete of about 920 psi. This net compression in the section helps the concrete to survive the tensile stresses caused during pile driving. For a continuous unspliced 30 inch square prestressed concrete pile, the maximum allowable co mpressive stress is equal to 3,500 psi by equation (1), and the maximum allowable te nsile stress is equal to 1,200 psi by equation (2). For a spliced pile, the fpe is equal to zero because the prestress force is transferred to the concrete by bond. For 0.6 inch diameter strands with an eff ective prestress of 170 ksi, the transfer length is e qual to 34 inches (ACI 318 2002). The concrete in this 34 inch zone adjacent to the mating surface is more likely to fail in tension than the fully prestressed portion of the pile during pile driving. For a spliced 30 inch square prestressed concrete pile with twenty 0.6 in ch diameter strands the maximum allowable compressive stress in the non-prestressed region is 4,200 psi by equation (1), and the maximum allowable tensile stress is 250 psi by equation (2). 3.5 Summary of Analyses The University of Florida CPT truck dete rmined the depth of the limestone rock layer at the test site to be 31 feet below grade. The piles were driven 30 feet away from the CPT hole location. At the location the pile s were driven, the rock depth increased to 36 feet adjacent to pile #1, and 39 feet adj acent to pile #2. Also, layers with high end bearing were located at depths of -15 feet, -23 feet, and -27 feet below grade, these were

PAGE 44

28 identified because they would likely generate tension stresses in the pile after the tip punched through the layer. The CPT data from th e test site was used to calculate the unit side friction and unit end bearing on a 30 in ch square prestressed concrete pile. GRLWEAP software was used to simulate pile driving at the test site with a Delmag D46-32 OED hammer and a soil profile model to estimate the pile capacity and stresses. The D46-32 was determined to be an adequate hammer for the piles and the soil profile. For a spliced pile the effec tive prestress is zero in th e splice region, thus, does not increase the allowable tensile stress in the pile. The maximum allowable tensile stress was 250 psi for a spliced 30 inch square pr estressed concrete p ile, and the maximum allowable compressive stress was 4,200 ps i in the spliced region or 3,500 in the prestressed region of th e pile (FDOT 2004a).

PAGE 45

29 CHAPTER 4 CONSTRUCTION PROCESS AND FIELD TESTING METHOD The construction process, heavy equipment and material details were determined during three project meetings at Wood Hopkins Construction in Jacksonville, FL. For example, the necessary equipment to drive the piles, the splice bracing and template design, the pile cutoff method, the steel pipe ve rtical support, the gr out inlet port location, the foam rubber plug design, and the selec tion of the annulus cementitious grout were discussed. The project construction schedul e was also discussed at the meeting. 4.1 Pile Support and Spliced Pile Bracing Method A steel template was used to support the pi les while the crane lif ted the pile driving hammer. After splicing, the template was used to secure the top pile section without moving while the grout cured. The contractor ’s means and methods were used to support the top half of the splice while the grout cu red; the template me thod effectively braced the splice to prevent movement. 4.1.1 Steel Template used to brace Spliced Piles The template was constructed by driving f our steel H-piles as the foundation which extended up to approximately 15 feet as colu mns. Two steel beams spanned between the columns as the primary frame, and the templa te rested on the steel beams as shown in Figure 4-1. The template was raised a nd lowered by changing the welds and bolted connections to the columns. The two openi ngs in the template were approximately 2 inches larger than the pile width and approximately 10 feet apart.

PAGE 46

30 The template was initially set at 9 feet a bove grade. Each pile was lifted using a double choker with a load stabi lizer plate so that it would ha ng vertically. After being lowered into the opening in the template, wooden wedges were used to secure the pile from moving as shown in Figure 4-1. A B Figure 4-1 Splice testing prepara tion. A) Template, piles and HSS pipes, B) the piles in the template.

PAGE 47

31 The template supported both piles while the crane lifted th e pile driving assembly. After driving the piles to a tip elevation of -14 feet, the template was lowered to the ground. The template had to be lowered to the ground so that it would not interfere with removal of the top half of the pile. The pile s were cut in half, at the 20 foot mark, with 14 feet below the ground and 6 feet remaining above ground as shown in Figure 4-3. Before assembling the pile splice, the template was raised up to its maximum height to support the top half of the spliced pile while the grout was pumped into the annulus and given overnight to cure. After the grout cured, be fore the pile was driven the template was lifted off the top so it w ould not interfere wi th the leads. 4.1.2 Steel Channels used to brace Spliced Piles In the Alternatives for Precast Pile Splices report (Britt, Cook and McVay 2003) a support method was developed using four C15 x 33.9 sections to brace the top half of the splice while the grout cured. The channels w ould squeeze the pile from four sides using threaded rods. The channels would also force the two halves of the pile into alignment. The attachment method assumed 10 feet of th e driven pile was above ground after the head of the pile was cutoff. For this situation, the channels would be bolted on by drilling through the pile above and below the 20 foot long section to in sert threaded rods to bolt the channels to the pile as shown in Figure 4-2. The bottom threaded rods would also be used to support the stee l pipe in position. If less th an 10 feet of the lower half was above ground, the contractor’s means and methods would be used to attach the channels to the bottom pile. For example, addi tional steel sections, ba rs, or threaded rods would be bolted together to brac e the pile sections from moving.

PAGE 48

32 Figure 4-2 Steel C channels to support spliced pile section. 4.2 Initial Pile Drive to Cutoff Elevation The East side pile, or Pile #1, was driven to a tip elevation of -14 feet. The pile began to gain resistance at 10 feet. Before that depth, th e blow counts were very low, less than approximately 5 blow s per foot. The pile drivi ng blow count record for each pile is shown below in Table 4-1. The final bl ow count at a tip elev ation of -14 feet was 18 blows per foot. The West side pile, or Pile #2, was driven with similarly low blow counts with an increase in capacity and blow count at a tip elevation of -10 feet. The final blow count at a tip elevation of -14 feet was 19 blows per foot. Pile driving st opped for the day after both piles were driven to a tip elevation of -14 feet. The CPT test performed 15 feet east of pile #1 showed a local maximum tip resistance at a depth of -15.7 feet. The CP T test performed 20 feet west of pile #2 showed a local maximum tip resistance at a de pth of -14.4 feet. Pile driving was stopped

PAGE 49

33 before the tip punched through the stiff layer fo r either pile. Based on the CPT test, after 24 hours of wait time, the spliced piles woul d begin with an incr eased capacity and moderate compressive stresses due to the soil setup after the pore water pressure dissipated, and after punching th rough the stiff layer, the tip resistance would decrease which could cause high tensile stresses for a spliced prestressed concrete pile. Table 4-1 Blow Count Log for initia l pile drive to cutoff elevation. Pile #1 Pile #2 Tip Elevation (ft) Blow Count ( Blows/ft ) Total # of Blows Blow Count (Blows/ft ) Total # of Blows -1 0 0 0 0 -2 0 0 0 0 -3 9 9 1 1 -4 4 13 2 3 -5 2 15 2 5 -6 3 18 2 7 -7 2 20 2 9 -8 5 25 2 11 -9 2 27 2 13 -10 2 29 4 17 -11 2 31 6 23 -12 4 35 6 29 -13 9 44 7 36 -14 18 62 19 55 4.3 Top Half of Piles Cutoff Both of the piles were cut in half at a tip elevation of -14 feet, thus 6 feet of pile remained above ground surface. An air powered concrete saw with a 14 inch diameter diamond blade was used to cut through the pres tressing strands as shown in Figure 4-3. After all of the strands were cut, the crane was used to pull the pile slowly to the side, until it broke. The metal liner was cut with an oxy-acetylene torch to release it from the lower half of the pile as shown in Figure 4-3.

PAGE 50

34 A B Figure 4-3 Pile cutoff to expose void. A) Concrete pile is cut with diamond blade circular saw; B) metal liner of pile vo id is cut with an oxyacetylene torch. In both piles the metal liner only extended 54 inches below the cutoff elevation as shown in Figure 2-3. The cardboard sonotube was spliced to the corrugated metal to form the void below 54 inches. To test the 10 foot splice bond length in each half of the pile, the cardboard was removed so the annulus grout coul d bond to the bare concrete insi de of the pile to transfer the load. The void in both piles was filled w ith water to soften the cardboard so that it could be more easily removed the next mo rning. The water was pumped out using a submersible pump. Figure 4-4 is the inside of the pile after the cardboard sonotube was removed to expose the bare concrete.

PAGE 51

35 Figure 4-4 Void in each pile after rem oving cardboard sonotube below 54 inches. For this test, the pile was cut in half and the top half was reattached using the steel pipe splice. In typical field splice conditions, only the top 5 fe et of pile would need to be removed to expose the 18 inch diameter void. 4.4 Assembly of the Steel Pipe Splice To support the steel pipe vert ically inside the pile, two 1 inch diameter steel bolts were used. The steel pipe was lowered into the void, and the pile wa s drilled to receive two 1 inch diameter bolts approximately 12 inches below the mating surface near the centerline of two sides of th e pile as shown below in Figure 4-5. The steel pipe was marked so that holes could be cut in the steel pipe in-line with the holes in the pile. The holes were cut in the steel pipe with an oxyacetylene torch and the concrete inside was drilled 4 inches deep. A hole was also drilled in the side of the pile to receive the grout inlet port.

PAGE 52

36 Figure 4-5 Holes drilled to receive bolts to support the steel pipe. The foam rubber plug was attached to the bottom end of the steel pipe to prevent the annulus grout from leaking out of the sp liced section as shown in Figure 4-6. Four 5/8 inch diameter threaded rods were welded to the bottom end plate when the steel pipe was hanging from the crane. The plywood on the bottom layer and the foam rubber plug were drilled to fit the thread ed rods. The plywood was used to compress the 5 inch thick piece of polyurethane mattress type foam. The other layers of the plug were Poron Quick Recovery Polyurethane Foam. In the center of the plug a 3 inch diameter hole was cut to allow gasses to escape. The contractor’s m eans and methods may be used to prevent the annulus grout from leaking out of the spliced section and filling th e void of the driven pile below. The steel pipe was slowly lowered into the void of the pile to avoid damage to the foam rubber plug. After positioning the steel pipe, the steel bolts were greased, so the

PAGE 53

37 annulus grout would not bond to them, and were inserted into the predrilled holes as shown in Figure 4-7. A B C Figure 4-6 Details of the grout plug. A) The dimensions of the grout plug, B) the grout plug is bolted on and compressed with a plywood disc, C) plug in the pile void. 4.5 Mating Surface Grouted and Annulus Grout Pumped The mating surface was clean and ready for th e grout. The spliced section of pile was lowered down to observe the gap and to al ign the template. The spliced section was one foot above the mating surface as shown in Figure 4-7.

PAGE 54

38 Figure 4-7 Steel bolts greased and inserted to support HSS pipe, annulus grout globe valve was attached with epoxy, and mating surface grout was applied. For Pile #1, Set 45 Hot Weather was used instead of regular Set 45, because it was a very hot day and the grout sets in a shorter amount of time in warmer weather. For Pile #2 regular Set 45 was used. For both pile s the grout was mixed with the minimum recommended water content and the required volume was applied to the mating surface to fill the gap. The spliced p ile section was lowered into contact, wooden wedges were at the template to secure the spliced section of pile plumb, and the pile choker cable was slackened so that it would not disturb the bond of the grout at the splice interface. After about 15 minutes the grout had setup, and the grout had cured after 45 minutes. After the mating surface grout cured fo r about 45 minutes mixing began for the Masterflow 928 grout. The mixer had an agitat or holding tank so th e grout could be premixed and continuously pumped to fill the void. Grout pumping began at 4:00 pm and ended at 4:30 pm. The FDOT State Material s Office personnel were present to measure

PAGE 55

39 the fluidity of the grout by recording the flow cone time with the cone type specified in ASTM C939. A flow time of 25 – 30 seconds was specified for a fluid grout consistency. The flow cone time was measured after mixing the first batch of grout, to verify the consistency was fluid. At th e end of grout pumping the flow cone times were 30 seconds and 35 seconds for Pile #1, and Pile #2, resp ectively, as shown in Figure 2-5. A globe valve was used for the top vent for Pile #1 to have a second inlet location ready, if the lower valve became clogged. The vent hole at the top of the splice section was used to monitor the grout level as shown in Figure 4-8. Figure 4-8 Vent hole active and wooden we dges bracing the spliced pile section.

PAGE 56

40 4.6 Driving of Spliced Piles Spliced Pile #1 was spliced and driven fi rst, and then Pile #2 was spliced and driven. The top set of instruments were 6 feet below the top of the pile, so driving stopped for both piles when the inst ruments were at ground elevation. 4.6.1 Spliced Pile #1 Driven after Grout Cured 24 hours Driving of spliced Pile #1 resumed 24 hours after the grout was finished pumping, when the grout cube compressive strength wa s measured at 4500 psi as shown in Figure 2-5. Approximately three-hundred-and-ninety-f our hammer impacts were recorded to penetrate the pile from a tip el evation of -14 feet to -34 feet as shown in Table 4-2. For Pile #1, the highest blow count recorded was 56 blows per foot at a tip elevation of -16 feet. Based on the CPT performed at the site, the tip was above a stiff layer. Below a tip elevation of -17 feet, the blow counts averaged 18 blows per f oot. The hard layer was not encountered at the predicted depth of -31 f eet, and the top sets of gages were at the ground surface, so driving was stopped for the day. 4.6.2 Spliced Pile #2 Driven after Grout Cured 20 hours Driving spliced Pile #2 resumed 20 hours after the grout was finished pumping, when the grout cube compressive strength wa s measured at 3800 psi as shown in Figure 2-5. Approximately four-hundr ed-and-three hammer impacts we re recorded to penetrate the pile from a tip elevation of -14 feet to -34 feet as shown in Table 4-2. Pile #2 punched through a stiff layer at a tip elevati on of -17 feet with the maximum recorded blow count of 40 blows per foot. The pile wa s driven until the top se ts of gages were at ground elevation and would be damaged by cont inued driving. The rock layer was not penetrated with Pile #2 because the depth of the rock layer was approximately 39 feet below grade.

PAGE 57

41 Table 4-2 Blow Count Log for Dr iving Spliced Piles #1 and #2 Pile #1 Pile #2 Tip Elevation (ft) Blow Count ( Blows/ft) Total # of Blows Blow Count (Blows/ft) Total # of Blows -15 26 26 17 17 -16 56 82 18 35 -17 6 88 40 75 -18 13 101 15 90 -19 22 123 11 101 -20 11 134 16 117 -21 25 159 28 145 -22 23 182 14 159 -23 23 205 7 166 -24 24 229 8 174 -25 13 242 32 206 -26 11 253 8 214 -27 21 274 18 232 -28 23 297 22 254 -29 23 320 23 277 -30 18 338 21 298 -31 25 363 22 320 -32 18 381 23 343 -33 13 394 21 364 -34 19 383 4.6.3 Spliced Pile #1 Re-Driven after 4 days The CPT test performed 15 feet east of Pile #1 showed that a hard layer, possibly limestone rock was 36 feet below grade. To dr ive Pile #1 into rock, the top 5 feet of soil was excavated adjacent to the pile so the ga ges would not be damaged by soil and water. Pile #1 was driven to a tip elevation of -39 feet with a maximum blow count of 35 blows per foot as shown in Table 4-3.

PAGE 58

42 Table 4-3 Blow count log for con tinued driving of spliced Pile #1 Pile #1 Tip Elevation (ft) Blow Count ( Blows / f t ) Total # of Blows -34 26 26 -35 34 60 -36 29 89 -37 29 118 -38 30 148 -39 35 183 4.7 Summary of Splice Construction Process The detailed summary of the splice construc tion process is outlined in the order the steps would be performed to construct the splice. 1. Prepare Steel Pipe The HSS pipe was deformed with inch diameter dowel bars at eight inch spacing with 2 inches of 3/16 fillet weld per foot of bar. The HSS pipe was filled with concrete a three inch diameter vent pipe, a plate with a 3 inch diameter center hole was welded to the bottom to accomplish this. 2. Cutoff Pile and Prepare void The pile was cutoff in the hollow section, below the solid driving head to expose the 18 inch diameter void. The corrugated metal liner was cut near the top using an oxyacetylene torch, as the crane slowly broke off the solid driving head. The metal liner was hammered down out of the way, so that the foam rubber plug would not catch the edges when inserted into the void. 3. Drill Holes in Pile Holes were drilled through two opposite sides of the pile approximately 12 inches below the top of the cutoff driven pile to receive 1 inch diameter steel bolts. The HSS pipe was temporarily lowe red into the void (with out the foam rubber plug attached), so the hol e locations would be marked. A hole for pumping in grout was drilled 8 inches below the top of the cutoff driven pile. Epoxy was used to attach an inlet port compatible with the grout pump hose. A vent hole was drilled in the top pile section, 10 feet above the splice interface to let air escape during pumping of the gr out, and to monitor the grout level.

PAGE 59

43 4. Cut Holes in HSS Pipe Holes were cut in the HSS pipe on two si des with a cutting torch at the location marked during drilling in step 6 The concrete was drilled 4 inches deep to accept the dowels at the correct angle, based on the holes in the side s of the pile from step 6. 5. Setup Splice Bracing Channels or Template Setup and assemble bracing for the top half of the splice. A template or steel channel system or equivalent must be used to support the pile overnight. The crane choker cable must be loose or rem oved from the pile while the grout at the mating surface hardens. 6. Attach Foam Rubber Plug Attach the foam rubber plug or equivalent to the end of the HSS pipe. The grout plug shall seal a 2 inch wide ga p in the annulus of the splice. An equivalent method may be used to prohibi t the grout from filling the pile past the end of the splice. A plastic grout c ould be placed at the bottom of the splice to seal a poorly designed plug. 7. Insert HSS Pipe into Driven Pile Void Slowly lower the HSS pipe with the foam rubber plug attached into the void of the pile. The two steel bolts are greased and inserted through the holes in the side of the pile and into the holes drilled into the HSS pipe to support it vertically. 8. Attach Mating Surface Formwork A plywood form should be attached ar ound the splice interface so that the mortar completely fills the gap at the interface between the piles. Concrete shims may be used at the mating surface in the gap, but definitely not metal shims. 9. Place Spliced Pile Section The top pile will be lifted into position and dry fit to observe the gap at the splice interface. This helps to identify the size of the necessary formwork at the splice interface. Also, the channel suppor t or template can be adjusted plumb. 10. Mix and Place Mating Surface Mortar With the top pile in position and approximately a one foot gap between the piles, place the mortar, Set 45 or equivalent to the top of the bottom pile in a 1 to 2 inch thick layer, depending on the ga p at the splice interface. The mating surface should be prepared for mort ar in accordance the manufacturers recommendations.

PAGE 60

44 11. Release Choker Cable from Spliced Pile Section The top pile shall be checked that it is st able and then shall be released from the crane to prevent disturbing the bond with movement. The bonding material is given time to cure, approximately 45 mi nutes, so the fluid grout does not leak out at the interface. 12. Mix and Pump Annulus Grout The grout is mixed and the flow cone time is measured to compare with the flow cone time for a fluid consistency. The grout mix should be adjusted to the proper flow cone time. The grout is pumped into th e inlet port below the splice interface. Grout shall be placed in a continuous flow Pumping continues until the grout starts to flow out of the upper vent hole. Cast grout cubes during grout pumping. 13. Test Grout Cube Strength Pile driving may continue once the grout cube strength has reached 3800 psi.

PAGE 61

45 CHAPTER 5 COLLECTION AND ANALYSIS OF PILE DRIVING DATA This chapter discusses the dynamic load testing methods used to determine the maximum stresses in the pile during driving. A Pile Driving Analyzer [PDA] unit was used with strain transducer and accelerometer instruments attached to the top of each pile. A general discussion of the collection of PD A data and the meaning of the output is discussed. 5.1 Data Collection with a Pile Driving Analyzer It is standard practice to monitor spliced prestressed c oncrete piles during driving so they are not damaged by high stresses. The standard monitoring equipment consists of a PDA unit model PAK, which is a laptop comput er that accepts inputs from the strain transducer and accelerometer sensors. For each impact of the hammer to the pile, the sensors acquire acceleration and strain si gnals at a sampling rate of 0.076 milliseconds and send the signals to the PDA unit. The PDA unit conditions, digitizes, displays, stores, and performs automatic calculations on the input signals based on the pile properties input by the user. For example, the average strain is converted to an equivalent force through th e elastic modulus and the cr oss sectional area, and the acceleration is time integrated to velocity. Both strain transducers and accelerometers we re attached to the top of the pile, the same distance from the top, to be able to separate the waves traveling down from the waves traveling up the pile. The total force a nd velocity are measured at the top of the pile. The total force at any location in th e pile is the sum of the upward and downward

PAGE 62

46 traveling waves. The pile impedance, Z, defi ned in equation (1) is a property of the pile. The particle velocity multiplied by the pile im pedance has units of force. The force due to a downward traveling wave is defined in equation (2). The force due to an upward traveling wave is defined in equation (3). The total force is equal to the sum of the upward and downward traveling waves, equation (4). The sign convention used for force was positive for compression and negative for te nsion. The sign convention for particle velocity was positive for downward and nega tive for upward particle velocities. Equations used to separate the upward and downward traveling waves in piles: WC AR EM Z Eqn. (1) down downV Z F Eqn. (2) up downV Z F Eqn. (3) up down totalF F F Eqn. (4) The net force was measured by the strain tran sducers at the top of the pile as shown in Figure 5-1 for blow number [BN] 227 of 383 for Pile #2. The wave down and wave up are automatically calculated by the PDA unit using the velocity at the gage location. The wave up and wave down are used to calcul ate the maximum compressive and tensile stress in the pile. The large magnitude of the tensile wave up caused the maximum tensile stress in the pile. Figure 5-2 is a second example of the for ce at the top gage versus time for BN 116 of 183, when the maximum compressive stress was recorded. The net force at the top gages was greater than the magnitude of the wave down because the wave up was also initially compressive, which was caused by hi gh end bearing at the tip of the pile.

PAGE 63

47 837 1467 93.4 1373 0 -927 927 306 -531 -1000 -500 0 500 1000 1500 0.010.0150.020.0250.030.0350.04 Time (sec)Force (kips) Figure 5-1 Force at the top instruments, P ile #2 BN 227 of 383, high tensile stresses. 328 1454 -172 1782 827 1000 -258 -300 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-2 Force at the top instruments, Pile #1, BN 116 of 183, hi gh compressive stress. Wave Down Wave Up NetForce Wave Down Wave Up NetForce

PAGE 64

48 5.2 PDA Input Information The properties of the 30 inch square prestr essed concrete piles were input to the PDA unit, as shown in Table 5-1. The effec tive length of pile, LE, was the distance from the top gages to the tip of the pile as show n in Figure 5-3. In the PDA unit, the cross section of the pile must be constant over the effective length. The top set of instruments were attached to the pile in the hollow voided section, theref ore, the cross sectional area, AR, of the voided pile was used. The elas tic modulus, EM, and specific weight, SP, of the pile were input and the wave speed, WS, was calculated as the square root of the elastic modulus divided by the mass density, of the pile, as shown below in Table 5-1. Table 5-1 Pile input information used in PDA unit. Input Description of Input Value Units LE Length of Pile Below Gages34 feet EM Elastic Modulus of Pile 5,506 ksi AR Cross Sectional Area of Pile646 in2 SP Specific Weight of Pile 0.151 kips/feet3 EM WS Wave Speed Input 13,000feet/sec t L WC 2 Wave Speed Calculated 13,080feet/sec For verification, the wave speed, WC, is automatically calculated by recording the time for the wave to travel down the pile and back up to the instruments. The wave speed, WC, is calculated as twice the eff ective pile length divided by the time between peak values. During initial hammer impacts, the elastic modulus, EM, of the pile was adjusted so that the wave speed input, WS, would match the wave speed calculated, WC.

PAGE 65

49 The PDA unit accounted for the increase in s tiffness of the spliced pile by requiring an increased modulus of elasticity to matc h the wave speed, WC, in the pile. For comparison, the static elastic modul us of the pile was computed by AASHTO Section 5.4.2.4 (AASHTO 2004b). The mini mum specified unconfined compressive strength, f`c, of the piles was 6000 psi (FDOT 2005). The unit weight of the pile was input to the PDA unit was 151 lb/ft3 to account for the steel pipe splice. The minimum static modulus of the pile was 4,740 ksi, a nd the modulus used in the PDA unit was 125% greater than the minimum elastic modulus for normal weight concrete. This may be due to a higher value of f`c, or the increased sti ffness of the spliced pile with the steel pipe cross section. The elastic modulus of the p ile was also calculated for higher strength concrete as shown in Table 5-2. Table 5-2 AASHTO Elastic Modu lus Equations for a range of f`c values. Unit weight = 151 lb/ft3 f`c c f w Ec` 335 1 psi ksi 6,0004,740 7,0005,120 8,0005,480 9,0005,810 5.3 PDA Instrumentation Attachment Locations One PDA model PAK unit can accept inputs from eight instruments. Each pile was monitored using four strain transducers and four accelerometers. A set of instruments included two strain transducers and two accelerometers. At the top of the pile a pair of instruments was attached on each of two opposit e sides of the pile, exactly 6 feet below the head of the pile. A strain transducer a nd an accelerometer are attached side by side, 1.5 inches from the centerline, and reversed le ft and right on the opposit e side of the pile as shown in Figure 5-3. The instruments are attached in this manne r so that the average

PAGE 66

50 strain and acceleration may be used. Th e top set of instruments was the minimum required for dynamic pile testing. For this project an additional set of instruments was attached to each pile 27 feet be low the top sets of gages, or 7 feet above the toe of the pile in the voided section. The purpose of this lower set of instrumentation was to measure the axial strain below the splice section. Th e measured strain would be plotted versus time and compared with the computed force at the same pile segment as discussed in Section 5.6. The top set of instruments wa s attached on the face of the pile with the lower strain transducer, not th e lower accelerometer as shown in Figure 5-3, so that strain gage measurements would be on the same side of the pile. Figure 5-3 PDA instrumentation attached at the top and bottom of the piles. The lower set of instruments was to be dr iven 30 feet below grade and had to be sealed and covered to be prot ected from damage by soil and wa ter. The piles were cast with indentions on the centerline of each side of the pile. The indentions were 3 inches by 6 inches and 1.5 inches deep, to allow cl earance for one instrument per indention.

PAGE 67

51 Each instrument was covered with a thick layer of silicone window caulk after being plugged into the PDA unit for a verification of signal. A 1/ 16 inch thick steel plate was bolted on using six inch diameter bolts threaded into concrete sleeve anchors. A bead of silicone caulk was applied near the edges of the plate so that it would seal when the plate was tightened down. The bottom set of instruments were sacrificed for the project because they went below ground and would not be recovered. A groove was cut along the centerline of each side of each pile to mount the instrumentation wire. The groove was cut inch deep by inch wide to allow a 3/16 inch diameter wire to fit below the surface. Hilti HY 150 adhesive was used to glue the wire into the groove. Several figures of the instrumentation are provided in Appendix B. 5.4 PDA Unit Output The PDA unit has the capability to output every variable versus depth or BN. The maximum forces, stresses and pile capacity are summarized below. Additional PDA unit output is presented using PDIP LOT software in Appendix C. 5.4.1 Maximum Stress in the Pile from PDA Output The PDA unit calculated the stress in the pile with a cross sectional area of the hollow section, AR, and an adjusted elastic modulus, EM, to account for the increased stiffness due to the 20 foot long solid secti on as shown in Table 5-1. For each hammer impact the maximum and minimum net force in the pile was computed. The stress computed by the PDA unit was the force divi ded by the voided cross sectional area, AR. The PDA unit does not show the force distri bution in the pile, only the maximum and minimum are provided, and th eir location is unknown.

PAGE 68

52 The maximum compressive stress typically occurred when the pile had a high end bearing, for example when the tip of the pile was above a hard soil layer. The maximum tensile stress typically occurred after the pile tip punched thro ugh the hard soil layer. The tensile stresses ranged from zero to 0. 39 ksi during driving of spliced Pile #2. For example, hammer impacts or blow nu mbers [BN] 119 and 227 of 383 had tension stresses of 0.37 and 0.39 ksi, respectively. The hammer impacts with maximum tensile or compressive stresses typically occurred durin g successive BN. For example, in Pile #2 after splicing the pile at a tip elevation of 14 feet, the tip was above a stiff layer. Table 5-3 below summarizes the PDA output informa tion for BN 14 – 21 when the pile tip was at elevation -15 feet. The PDA estimated the maximum pile capacity to be 180 kips during driving for the BN su mmarized in Table 5-3. Table 5-3 High tensile stresses for pile #2, PDA output calculated with voided cross sectional area of 646 in2. BN Max Compressive Force kips Max Compressive Stress ksi Max Tensile Force kips Max Tensile Stress ksi 14 1264 1.96 -151 0.23 15 1296 2.01 -178 0.28 16 1300 2.01 -200 0.31 17 1364 2.11 -252 0.39 18 1351 2.09 -254 0.39 19 1319 2.04 -217 0.34 20 1291 2.00 -206 0.32 21 1254 1.94 -128 0.20 The tensile stresses were compared with the maximum allowable tensile stress of 252 psi, for a spliced prestressed concrete pile computed in Section 3.4. The stresses recorded for BN 15 – 20 were greater than the allowable tensile stress of 252 psi for a spliced pile. The maximum allowable tensile stress was exceeded purposefully to test the

PAGE 69

53 splice design. The allowable tensile stre ss was exceeded when the splice mating surface was above ground, yet no degradation of the spliced pile was observed. The middle 20 feet of the pile had a spliced cross sect ional area of 891 in2, not 646 in2, which was used in the calculation of th e maximum stress. Thus, if the maximum tensile force for each BN in Table 5-3 was divided by the cross sectional area of the solid pile, then the maximum tensile stress would be less than the value automatically calculated by the PDA unit. The effect of the change in cross sectional area is discussed further in Section 5.5. The maximum compressive stress in the sp liced piles ranged from 1.2 to 2.8 ksi during pile driving. The maximum compressive stress recorded duri ng driving of spliced Pile #2 was 2.4 ksi at a tip el evation of -26 feet for BN 226 of 383. The tip of spliced Pile #2 did not reach the rock layer becau se the depth of rock was greater than anticipated. Spliced Pile #1 was driven to a tip elev ation of -39 feet, and pile driving was stopped to prevent damage of the top set of instruments from soil and water. The maximum compressive stress recorded during dr iving of spliced Pile #1 was 2.8 ksi at a tip elevation of -36 feet on BN 116 of 183. The successive blows near BN 116 also had high compressive stresses, and low tension stresses. Table 5-4 summarizes the PDA output information for BN 113 – 121. The maximum compressive stress from the PDA output was less than the maximum allowable compressive stress of 3.4 for a continuous pile or 4.2 ksi for a spliced pile computed in Section 3.4. Ho wever, concrete has a lower stress limit for tension than compression, so even though the maximum compressive stress was not

PAGE 70

54 exceeded, the pile splice should be able to carry a higher compressive force than measured by the PDA. Table 5-4 High compressive stresses for pile #1, PDA output calculated with the voided cross sectional area of 646 in2. BN Max Compressive Force kips Max Compressive Stress ksi Max Tensile Force kips Max Tensile Stress ksi 113 1572 2.43 0 0 114 1682 2.6 0 0.03 115 1717 2.66 0 0.06 116 1782 2.76 0 0.05 117 1685 2.61 0 0.02 118 1610 2.49 0 0.02 119 1609 2.49 0 0.05 120 1594 2.47 0 0.05 121 1473 2.28 0 0.07 5.4.2 Pile Capacity from PDA Output The pile capacity, or failure load, accor ding to the FDOT Standard Specifications for Road and Bridge Constructi on (FDOT 2004b) is defined as the load that causes a pile top deflection equal to the calculated elastic compression plus 0.15 inch plus 1/30 of the pile diameter for piles greater than 24 inches in width. The pile capacity was automatically calculated by the PDA unit based on the measured data at the top set of instruments. Both pile s had similar capacities for tip elevations above -34 feet, the capacity of Pile #1 did not exceed 256 kips, and Pile #2 did not exceed 242 kips. Pile #1 had the maximum ca pacity recorded at a tip elevation of -38 feet on BN 155 of 183. The P DA unit estimated the pile capac ity to be 1080 kips with a maximum compressive force of 1540 kips.

PAGE 71

55 5.5 CAPWAP Software Analysis of PDA Data One-dimensional wave propagation through a pile is effected by changes in cross sectional properties. The axial strain a nd acceleration data recorded by the PDA unit included the effect of the steel pipe splice on wave propagation. The pile properties input to the PDA unit as shown in Table 5-1 did not include the changes in cross sectional area. The PDA automatic calculation of maximum stre ss used the voided cross sectional area of 646 in2, however, twenty feet of the pile was pr imarily solid with a cross sectional area of 891 in2. The pile impedance, Eqn. 1, was a f unction of both the modulus of elasticity and cross sectional area of the pile. The pile impedance, Eq n. 1, would increase in the 20 foot long spliced section because of the in creased area and the increased transformed modulus of elastic ity due to the steel pipe. To account for the changes of cross sectio nal area and elastic modulus, the GRL, Inc. Case Pile Wave Analysis Program [CAPWAP] was used. The advantage of CAPWAP was the ability to model a spliced p ile and the detailed output of force versus time for each pile segment. The CAPWAP so ftware modeled the pile – soil interaction by considering equilibrium of forces acting on a short segment of pile. The pile was divided into a finite number of rigid wei ghts, with elastic springs connecting them together to model the elastic compression of th e pile. The inertial force of the segment was included to account for the weight of each segment. A nonlinear spring with the force dependent on the displacement was used to model the interaction between the pile tip (end bearing) and the soil, and the surface of the pile (sid e friction) and the soil. 5.5.1 CAPWAP Analysis Method The strain transducer an d accelerometer data for hammer impacts with high magnitudes of stress were imported into th e CAPWAP software for more detailed

PAGE 72

56 analysis. The steel pipe splic e method added a 20 foot long 99% solid section to the pile with a different cross-sectiona l area, specific weight and elastic modulus than the hollow section. The pile was modeled in CAPWAP by dividing the pile into one foot long segments and inputting the unit weight, cro ss sectional area, and transformed elastic modulus for each segment. The pile model input to CAPWAP is shown below in Table 5-5 and Figure 5-4. Table 5-5 Pile model input to CAPWAP Software for effective length of pile. Distance Below Top Gages Cross Sectional Area Elastic Modulus Specific Weight Pile Impedance (Eqn. 1) feet in2 ksi lb/ft3 kips/ft/sec 0 646 5500 151 273 4 646 5500 151 273 4 891 6180 159 410 24 891 6180 159 410 24 646 5500 151 273 30 646 5500 151 273 30 900 5500 151 381 Figure 5-4 Pile divided into 1 foot long segments for CAPWAP software. The elastic modulus of 5,500 ksi was the approximate value us ed in the PDA unit for the spliced pile with a uniform cross s ection. The elastic m odulus of 6,180 ksi was calculated based on the ratio of the transformed elastic modulus in the splice to the elastic modulus of the voided pile. Th e calculation of transformed cross section properties were computed in the MathCAD worksheet in appendix D.

PAGE 73

57 5.5.2 Analysis of Hammer Impacts at Critical Tip Elevations The PDA output was used to identify the hammer impacts with high magnitudes of stress which typically occurred in the tip elev ation range of -14 to -18 feet for tension, and between -36 to -39 feet for compression. The data from these hammer impacts was imported into CAPWAP for further analys is and verification. Additional hammer impacts for Pile #2 at other tip elevations, su ch as BN 119 and 227 were also analyzed in CAPWAP due to high te nsile stresses. The piles were both spliced at a tip elevation of -14 feet which was in a stiff layer. The initial 4 feet of driving of the spliced piles was critical because after punching through the stiff layer with compressive stre sses, the tip was unsupported causing tensile stresses. For example, BN 17 and 18 from Table 5-3 were analyzed in CAPWAP. The range of tip elevations between 36 feet and 39 feet below grade was only reached by Pile #1 because to reach this de pth range, the soil adjacent to the pile was excavated so the top set of instruments woul d not be damaged by soil and water when the instruments went 5 feet below grade. The lim estone rock layer was penetrated by Pile #1 at a tip elevation of -36 feet. The blow numbers with the maximum compressive stress and maximum pile capacity from Table 5-4 a nd sections 5.4.1 and 5.4.2 were analyzed using CAPWAP, for example, BN 116, 117, 154, and 155. 5.6 Results of CAPWAP Software Analysis The results of interest were the maximum tensile and compressive stresses in the steel pipe splice section a nd the maximum pile capacity. The maximum compressive stress and maximum pile capacity occurred du ring the same range, thus are discussed together.

PAGE 74

58 5.6.1 Maximum Tensile Stress in the Splice Section The output of maximum force and stress in each one foot long pile segment was used to identify the hammer impact that caused the maximum tensile stress in the 20 foot long spliced pile cross section. The maxi mum value table was output by CAPWAP for each hammer impact analyzed. Presented belo w in Table 5-6 is the extreme values table for BN 17 of 383, the hammer impact with th e maximum magnitude of tensile stress in the steel pipe splice section. Table 5-6 Maximum value table for BN 17 of 383 for each segment of Pile #2. Distance Below Top Gages Max Compressive Force Max Compressive Stress Max Tensile Force Max Tensile Stress Cross Sectional Area Pile Segment No. feet kips ksi kips ksi in2 1 1 1345 2.08 -149 -0.23 646 2 2 1340 2.08 -152 -0.235 646 4 4 1324 1.51 -155 -0.177 646 6 6 1300 1.46 -159 -0.178 891 8 8 1271 1.43 -173 -0.195 891 10 10 1237 1.39 -221 -0.248 891 12 12.1 1191 1.34 -258 -0.289 891 14 14.1 1138 1.28 -291 -0.326 891 16 16.1 1074 1.21 -315 -0.353 891 18 18.1 1001 1.12 -326 -0.366 891 20 20.1 933 1.05 -335 -0.376 891 22 22.2 858 0.96 -329 -0.369 891 24 24.2 771 0.91 -302 -0.357 891 26 26.2 700 1.08 -268 -0.414 646 27 27.1 663 1.03 -246 -0.381 646 28 28.1 625 0.97 -222 -0.344 646 29 29.1 586 0.91 -196 -0.303 646 30 30.1 543 0.81 -167 -0.25 646 31 31.1 485 0.55 -125 -0.14 891 32 32 379 0.43 -165 -0.185 891 33 33 322 0.36 -113 -0.127 891 34 34 313 0.35 -55 -0.062 891 Another output of CAPWAP wa s a force versus time plot for any pile segment of interest. The pile segments chosen were at the top of the pile, the segment with the

PAGE 75

59 maximum tensile force in the spliced section of the pile, and at segment 27 which is the location of the lower set of instruments. S hown below in Figure 5-5 is the force versus time plot which shows the magnitude of tensi on and compression at three locations in the pile. For this plot, segment 20 was chosen b ecause it had the maximum tensile force. In Figure 5-5, note that the maximum compressi ve force at time 0.021 seconds was the largest at the top of the pile from the ha mmer impact, and decreased for each segment down the pile. This trend was also seen in Table 5-6 in the maximum force column. 1359 -90 660 -246 933 -335 -500 -250 0 250 500 750 1000 1250 1500 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-5 CAPWAP output of force at thr ee pile segments for BN 17 of 383 with maximum tensile force for spliced Pile #2. The maximum tensile force originated at th e bottom of the pile and propagated up the pile. The tensile force in the bottom se gments of the pile was small because the downward traveling compressive wave was st ill arriving when the tensile wave was traveling upward. At the middle of the pile the total force was predominantly tensile Seg. 1 Seg. 20 Seg. 27

PAGE 76

60 because the downward force had passed and th e upward traveling tensile force controlled the magnitude. The upward traveling tensile wave can also be seen in Figure 5-1. During several hammer impacts, the tensil e stress in the splice was close to the maximum for BN 17 of 383 of Pile #2. Tabl e 5-7 summarizes the output from CAPWAP of several BN with the maximum top force, the maximum tensile force and stress in the splice, and the distance below the top gages to the pile segment. Table 5-7 Summary of BN with high tensile st resses in the splice of Pile #2 with spliced cross sectional of 891 in2. BN Max Top Force kips Max Tensile Force in the Splice kips Max Tension Stress in the Splice ksi Distance Below Top Gages to Pile Segment feet 17 1345 -335 -0.376 20.1 18 1358 -305 -0.342 20.1 119 1346 -319 -0.358 20.1 227 1346 -321 -0.36 16.1 In appendix E, maximum value tables are included for each BN included in Table 5-7, in addition to figures such as, wave up matc h, force at top, force at middle, and force at segment 27 plotted versus time. 5.6.2 Maximum Pile Capacity and Compressive Stress in the Splice Section High compressive stresses were recorded for several hammer impacts of Pile #1 when the pile tip was above the hard laye r. The hammer impact with the maximum magnitude of compressive stress in the pile was BN 116 of 183. During several hammer impacts, the compressive stress in the pile was close to the maximum for BN 116 of 183 of Pile #1. Table 5-8 below summarizes the output from CAPWAP of several BN with a high pile capacity and high compressive stre sses. The maximum top force, the maximum compressive stress in the pile, and the dist ance below the top gages to the pile segment are included in Table 5-8.

PAGE 77

61 Table 5-8 Summary of BN with high pile cap acity and compressive stresses in Pile #1 with spliced cross se ctional area of 891 in2. BN Length of Penetration feet Pile Capacity kips Max Top Force kips Max Compressive Stress in the Splice ksi Distance Below Top Gages to Pile Segment feet 116 36.9 782 1780 2.00 6 117 37 699 1685 1.89 6 154 38.2 951 1485 1.66 6 155 38.2 1184 1520 1.69 6 Shown below in Figure 5-6 is the force at the top, middle, and segment 27 of the pile versus time for BN 116 of 183. In appendix F, maximum value tables are included for each BN included in Table 58, in addition to figures such as wave up match, force at top, force at middle, and force at segment 27 plotted versus time. 1718 1619 682 -300 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-6 CAPWAP output of force at thr ee pile segments for BN 116 of 383 with maximum compressive force for spliced Pile #1. Seg. 1 Seg. 17 Seg. 27

PAGE 78

62 Presented below in Table 5-9 is the maximu m value table for BN 116 of 183. Note that the maximum compressive force is fr om the initial downward traveling wave because it decreased as the force moved dow n the pile. The maximum values from Figure 5-6 were includ ed in Table 5-9. Table 5-9 Maximum value table for BN 116 of 183 for each segment of Pile #1. Distance Below Top Gages Max Compressive Force Max Compressive Stress Max Tensile Force Max Tensile Stress Cross Sectional Area Pile Segment No. feet kips ksi kips ksi in2 1 1 1771 2.74 -0.6 -0.001 646 2 2 1776 2.75 -0.5 -0.001 646 4 4 1779 2.02 -3.3 -0.004 646 6 6 1772 1.99 -3.9 -0.004 891 8 8 1762 1.98 -1.8 -0.002 891 10 10 1749 1.96 -13.2 -0.015 891 12 12.1 1723 1.93 -17.9 -0.02 891 14 14.1 1683 1.89 -15.3 -0.017 891 16 16.1 1642 1.84 -13.8 -0.015 891 18 18.1 1590 1.78 -7.6 -0.009 891 20 20.1 1224 1.37 0 0 891 22 22.2 1151 1.29 0 0 891 24 24.2 943 1.11 0 0 891 26 26.2 949 1.47 0 0 646 27 27.1 830 1.29 0 0 646 28 28.1 828 1.28 0 0 646 29 29.1 824 1.28 0 0 646 30 30.1 816 1.22 0 0 646 31 31.1 725 0.81 -0.2 0 891 32 32 715 0.8 -0.3 0 891 33 33 708 0.79 -0.4 0 891 34 34 696 0.78 -0.3 0 891 The maximum pile capacity occurred duri ng BN 155 of 183 of Pile #1 at a tip elevation of -38 feet. The maximum compressive force in the pile was 1525 kips, the pile capacity was 1184 kips, with 575 kips shaft resistance and 608 tip resistance.

PAGE 79

63 5.7 Comparison of PDA Output with CAPWAP Software Output The match quality was used in CAPWAP to rate the correctness of the computed solution. The match quality was based on a comparison between the PDA measured values and the CAPWAP computed values at the top set of instruments for the items outlined below: Blow Count match. Wave Up at top gages versus time, as shown in Figure 5-7. Force at top gages versus tim e, as shown in Figure 5-8. Velocity at top gages versus time, as shown in Figure 5-9. Wave up matching was the preferred me thod of analysis, because it used information from both the strain transducer s and the accelerometers, whereas the other two matching methods only used one type of in strument, the average strain or the average acceleration versus time. The shape of the computed wave versus time as shown in Figures 5-7, 5-8, and 5-9 was adjusted by changing the variables that define the interaction between the soil and the pile below the top set of instruments. For example, the resist ance distribution on the shaft and the force at the toe of the pile were adjusted to improve the match quality. The estimated pile capacity and the magnitude of stresses output from P DA unit were used to estimate the shaft resistance and toe force fo r the iterations. The soil quake and damping values were also adjusted to improve the match quality. The other method of improving the match quality was by using the automatic features of CAPWAP. The soil parameters were optimized by defining the minimum, maximum and tolerance value for each variable, and the software would iterate the parameters. The parameters to be adjusted were chosen all at once, or the unloading rela ted parameters or the toe related parameters. The impedance of each pile segment was also adjusted to the values recommended by

PAGE 80

64 CAPWAP to increase the match quality. The input pile impedance and the adjusted pile impedance are included in appendix E and F fo r each BN included in Table 5-7 and Table 5-8, respectively. Iterations were performed until the matc h quality was less than five, or further improvement was not possible. The match quality for BN 17 was 2.92 without including the input blow count, or 5.85 with the blow count included for matching the measured wave up to the computed wave up versus time as shown in Figure 5-7. The match of the top force measured by the PDA unit and the top force computed using CAPWAP for BN 17 is shown in Figure 5-8. The match of th e velocity measured by the PDA unit at the top of the pile and the velo city computed using CAPWAP for BN 18 is shown in Figure 5-9. Figures 5-7, 5-8, 5-9 are fo r the top set of instruments. 146 139 -876 -868 -1000 -800 -600 -400 -200 0 200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-7 Match quality of output of CAPW AP computed wave up and PDA measured wave up at the top of Pile #2 for BN 17 of 383. CAPWAP PDA

PAGE 81

65 1358 1359 -90 -43 -200 200 600 1000 1400 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-8 Match quality of output of CA PWAP computed force and PDA measured force at the top of P ile #2 for BN 17 of 383. -200 200 600 1000 1400 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-9 Match quality of output of CAPW AP computed velocity and PDA measured velocity at the top of Pile #2 for BN 18 of 383. CAPWAP PDA CAPWAP PDA

PAGE 82

66 The bottom set of instruments were used to verify the CAPWAP software output at the location of the bottom set of instrument s. For each hammer impact analyzed in CAPWAP, the computed force at the bottom inst rument location was plo tted versus time. The average measured strain at the bottom set of instruments was plotted versus time as an equivalent force by multiplying by the cross-sectional area of the voided pile, AR, and the elastic modulus, EM. For example, BN 17 of 383 of Pile #2 was the hammer impact with the maximum tensile stress. Figur e 5-10 is the PDA measured and CAPWAP computed force at the lower strain tran sducers for BN 17 of 383 for Pile #2. 480 701 -146 663 -246 508 -400 -200 0 200 400 600 800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure 5-10 Comparison of PDA output and CAPWAP output at the lower gage location. A comparison of the PDA output and CAPWAP output at the lower gage location, similar to Figure 5-10, is included in appendi x E and F for each BN included in Table 5-7 and Table 5-8, respectively. CAPWAP PDA

PAGE 83

67 Another output to compare between the PDA unit and the CAPWAP software was the maximum pile stresses and the maximu m pile capacity. Table 5-10 and 5-11 is a comparison between the values of interest from the PDA unit output and the CAPWAP software output. For the percentage differe nce calculation, the CAPWAP value was the true value. The maximum stresses output by CAPWAP in Table 5-10 are included in the maximum value tables in Appendix E. The goal of the CAPWAP so ftware analysis was not to match the output from the PDA unit. CAPWAP considered pile impedance changes that were not considered in the PDA unit. Table 5-10 Pile #2 comparisons of PDA and CAPWAP maximum stresses. BN PDA Compressive Stress ksi CAPWAP Compressive Stress ksi % Difference PDA Tensile Stress ksi CAPWAP Tensile Stress ksi % Difference 17 2.11 2.08 1.44 -0.39 -0.444 12.2 18 2.09 2.09 0 -0.393 -0.408 3.68 119 2.11 2.08 1.44 -0.377 -0.401 5.96 227 2.27 2.27 0 -0.393 -0.362 8.56 Avg. % Difference0.72 Avg. % Difference 7.6 Table 5-11 Pile #1 comparisons of PDA a nd CAPWAP maximum compressive stresses and pile capacity. BN PDA Compressive Stress ksi CAPWAP Compressive Stress ksi % Difference PDA Pile Capacity kips CAPWAP Pile Capacity ksi % Difference 116 2.76 2.74 0.73 891 782 14 117 2.61 2.61 0 717 699 2.6 154 2.27 2.29 0.87 1058 951 11.3 155 2.38 2.35 1.27 1077 1184 9 Avg. % Difference0.72 Avg. % Difference 9.3 The maximum compressive stress and tensile stress typically occurred for times less than 5.2 milliseconds, which is for the first time the wave traveled down the pile and back up the pile.

PAGE 84

68 The PDA data of force, velocity and wa ve up versus time from the top set of instruments was compared with the CAPWAP output as shown in Figures 5-7, 5-8, and 5-9. The two traces in each figure are we ll matched for shape and maximum values. The data recorded at the bottom of the pile was used as a second check to verify the CAPWAP software output of the force in each one foot long pile segment as shown in Figure 5-10. The CAPWAP software output of maximum force in each one foot long pile segment was accurate because it was verified at the top and bottom set of instruments. 5.8 Summary of Data Analysis Results Dynamic load testing was used to assess the pile capacity and maximum forces in the pile during driving. The PDA data was analyzed using CAPWAP software to account for the changes in cross sectional area a nd elastic modulus. The CAPWAP software modeled the pile – soil interaction by dividing the pile into one foot long segments. This provided the output of maximum force in ea ch segment. The CAPWAP output was verified to be accurate by a comparison of th e force, velocity and wave up traces at the top set of instruments. The bottom set of in struments also verified the computed force versus time output below the sp lice section at segment 27. The maximum compressive force of 1780 kips was measured at the top of Pile #1 during BN 116. The high force was due to the high pile capacity. The net compressive force was larger than the magnitude of the downward traveling wave, because the reflection from the toe of the pile was comp ressive. Several other BN had equivalent compressive forces in the splice section in Pile #1, such as BN 116, 117, 154, and 155. The maximum compressive stress measured during pile driving was less than the maximum allowable specified in Section 455 of the FDOT Standard Specifications for Road and Bridge Construction. However, th e unconfined compressive strength of the

PAGE 85

69 prestressed concrete pile is specified at 6000 psi. Thus the compressive stresses during driving are not as problematic as the tensil e stresses which typically cause concrete to fail. Even though the maximum compressive stress was not exceeded, the pile splice should be able to carry a higher compressi ve force than measured by the PDA. The maximum net tensile force recorded in the spliced section of Pile #2 was 335 kips, or 0.375 ksi when divided by th e spliced cross sect ional area of 891 in2. If the largest measured tension load was assumed to be carried only by the steel, the resulting tensile stress in the pipe was 16 ksi during pile driving. Several ot her BN had equivalent tensile forces in the splice section in Pile #2, such as BN 17, 18, 119, and 227. The magnitude of the upward traveling tensile fo rce wave was 876 kips, for BN 17 as shown in Figure 5-7. The short pile length caused the maximum net force to only be 335 kips tensile, because of the downward tr aveling compressive force wave. For the 40 foot long pile with an effective length of 34 feet, the time for the wave to go down the pile and be reflected back to th e top set of instruments was 5.2 milliseconds. The duration of the hammer impact was the rise time on the force graph as shown in Figure 5-8. It can be seen in Figure 5-1 that the upward traveling wave was occurring while the downward traveling wave was still occurring. This was because the rise time was approximately equal to the time required for the wave to go down the pile and back up. This was a problem because the maximum tensile force in the wave up was covered up by the initial downwar d traveling compression wave. If the pile were twice as long, the full tensile wave up could have crosse d the splice region and the tensile stresses would have been higher. In actual application, during pile driving, the PDA would alert the field engineer to the high tensile stress es, and the pile cushion thickness would be

PAGE 86

70 increased, or the hammer fuel setting decrea sed to limit the stresses within those specified in Section 455 of the FDOT Standard Specifi cations for Road and Bridge Construction. The concrete in the transfer length of th e prestressing strands would be more likely to fail in tension than the concrete outside of the transfer length, because of the net compression transferred to the concrete. For th is splice design, the tensile load would be redistributed to the steel pipe to be carri ed across the splice inte rface (Britt, Cook, and McVay 2003). The steel pipe can resist a tensile load before yielding of 832 kips, so the full magnitude tensile wave up could be carri ed across the splice by the steel pipe. The maximum tensile stresses recorded exceeded 350 psi tension within the transfer length of the spli ce mating surface between pile ends. The maximum allowable tensile stress is limited to 252 psi anywhere in the pile by Section 455 of the FDOT Standard Specifications for Ro ad and Bridge Construction. The splice design was tested with stresses greater than the allowable stre sses, for example, in Table 5-6 the maximum tensile stress in the voided pile at segmen t 26 was 414 psi. Therefore if Section 455 is observed during driving of the st eel pipe splice, it should be strong enough to resist the tensile stresses.

PAGE 87

71 CHAPTER 6 SUMMARY AND CONCLUSION 6.1 Summary The steel pipe splice method presented in this report is an alternative method for splicing voided 30 inch square prestressed conc rete piles. Previous laboratory research (Issa 1999) on the steel pipe splice has shown th at a 15 foot long steel pipe splice, with 7.5 feet on either side of the joint, developed an ultimate moment capacity that was 96% of the calculated spliced pile nominal mome nt capacity, and 84% of the unspliced pile nominal moment capacity. The goal of this research project was to test the axial capacity of the splice to validate that it could withstand the maximum allowable stress limits specified in Section 455 of the FDOT Standard Specifications (2004) Since the maximum axial load that the pile will undergo occurs duri ng pile driving installation, this project involved the installation of two spliced piles constructed with the same materials and time schedule as in typical field conditions. Basically, the sp lice utilized a 20 foot long 14 inch diameter steel pipe grouted into the 18 in ch diameter void of the pile with 10 feet on either side of the joint. Details on the construction and inst allation process are prov ided in Section 4.7 and information on the materials speci fied is provided in Chapter 2. During the installation the axial forces propagating through the piles for each hammer impact were measured. Details on the instrumentation and analysis of the field data are provided in Chapter 5. The stresses resulting from these forces were then compared to the maximum allowable stresses.

PAGE 88

72 Section 455 of the FDOT Standard Sp ecifications for Road and Bridge Construction were used to determine the maximum allowable pile driving stresses. For a continuous unspliced 30 inch prestressed concrete pile, th e maximum allowable tensile stress is 1,200 psi and the maximum allowable compressive stress is 3,500 psi. For a spliced 30 inch prestressed concrete pile, th e maximum allowable tensile stress is 250 psi because the prestressing strands are terminat ed at the splice. The maximum allowable compressive stress is 3,500 psi in the prestressed portion and 4,200 psi in the nonprestressed splice region. Based on analysis of the measured field data, the spliced pile withstood a maximum concrete tensile stress of 375 psi in the splice section and 444 psi in the voided section of pile without showing a visibl e signs of degradation. Although it may not be prudent to permit an increase in the maximum allowable tensile stress of 250 psi for piles spliced using this method, the results certainly show that this type of pile splice can be implemented under the current limits for concrete tensile stress. The maximum compressive stress determined from analysis of the field data was 2,800 psi in the voided section of pile and 2, 000 psi in the splice section (note that there is a larger concrete area at the splice). Although the measured compressive stress was less than the allowable compressive stress (due to the rock layer not being firm enough to cause a higher compressive load), there should be no need to limit the allowable compressive stress for this type of splice sin ce in the area of the sp lice there is a larger cross-sectional area of concrete to transfer the compression load than that of the currently approved dowel splice system.

PAGE 89

73 Regarding the steel pipe, the minimum speci fied yield strength of the pipe was 42 ksi and the splice length of 20 f eet was designed to ensure that the steel could yield. If the largest measured tension load is assumed to be carried only by the steel, the resulting tensile stress in the pipe was limited to 16 ksi during pile driving. 6.2 Conclusion The results of this research project indi cate that an alterna tive pile splice method using a 20 foot long 14 inch diameter steel pi pe section grouted into 30 inch voided piles is a viable method that should be consid ered for FDOT approval. The recommended materials for the splice are specified in Ch apter 2 and details of the construction and installation processes ar e provided in Section 4.7. For in stallation, it is recommended to continue with the allowable stress limits curre ntly specified in Section 455 of the FDOT Standard Specifications for Ro ad and Bridge Construction. 6.3 Recommended Pile Splice Specifications The following recommendation include s steel pipe sp lice construction specifications and detailed draw ings of the construction pr ocess. Figure 6-1 provides recommended construction specifications for th e pile splice. Figure 6-2 is an elevation view showing three stages in the construc tion process: pre-splice preparation, splice assembly setup for grouting, and grout mi x and placement. Figure 6-3 is a mating surface detail showing the steel pipe filled w ith concrete, the form used to retain the mating surface grout, the grout inlet hole, and the hole for temporary steel bolts. Figure 6-4 is a detail of the foam rubber plug that was used to seal the void below the splice section. Figure 6-5 is a pile cross section view at the location of the steel bolts that support the steel pipe vertically.

PAGE 90

74 Figure 6-1 Steel pipe splice spec ifications for construction. CONSTRUCTION SPECIFICATIONS PRE-SPLICE PREPARATION 1. The HSS 14.00 x 0.500 pipe shall be filled with concrete and a 3 inch diameter vent pipe shall extend 6 inches above top of splice section. 2. inch diameter steel bars shall be form ed into hoops and fillet welded (2 inches of 3/16 inch fillet weld per foot) to the HSS pipe at 8 inches on center. 3. The pile shall be cutoff in the voided section, approximately 5 feet below the pile top. The metal liner shall be trimmed and the edges shall be bent smooth after the pile is cutoff, to allow the fo am rubber plug to be inserted. 4. Two (2) holes, 1.25 inch diameter shall be drilled on two (2) opposite faces of the pile 1 foot below the cutoff, to receive steel bolts. Before attaching the grout plug, fit the HSS into the pile void to mark th e hole location on the HSS pipe to receive steel bolts. 5. One (1) hole, 1 inch diameter shall be dr illed 8 inches below the cutoff to attach the grout inlet port. 6. One (1) hole, 1 inch diameter shall be dr illed 10 feet from the end of the splice section to monitor the grout level. 7. Cut holes in the HSS pipe to receive temporary steel dowels. SPLICE ASSEMBLY SETUP FOR GROUTING 1. Setup and assemble bracing for top half of splice. A template, steel channels or equivalent shall be used. The top half sh all be supported so the crane choker cable is slackened. 2. Attach foam rubber plug or equivalent to seal the 2 inch wide annulus gap. The grout plug shall prohibit the grout from f iling the pile below the splice section. 3. Insert the HSS pipe with grout plug attach ed into the void, insert steel dowels to support the HSS pipe vertically. 4. Attach mating surface formwork. 5. Lower the spliced section into positon, check bracing alignment and gap between pile ends. GROUT MIX AND PLACEMENT 1. The mating surface grout shall seal the gap between the pile ends. 2. The mating surface grout shall set quickly and have a high strength. (Masterbuilders Set 45 or e quivalent shall be used.) 3. The choker cable shall be slackened and the splice section shall be braced to prevent movement. 4. The annulus grout shall be mixed and continuously pumped to fill the splice annulus. (Masterbuilders Masterflow 928 or equivalent shall be used). 5. Verify flow cone time is in accordan ce with product specification sheet. 6. Annulus grout cubes shall be made to ve rify grout strength is greater than 3800 psi, prior to driving spliced piles.

PAGE 94

78 APPENDIX A CEMENTITIOUS GROUTS This appendix contains the product specifi cation sheets for the grouts used in the annulus and at the mating surface of the splice. Pictures of the grout mixing and pumping machine are also included.

PAGE 95

79 A B Figure A-1 Grout mixing operation. A) DSI grout mixer and flow cone time measured by FDOT, B) DSI grout mixer and pump machine. Water Tank Mixed Grout in Agitator Tank Centrifugal Transfer Pump Colloidal Mixer

PAGE 96

How to Apply Surface Preparation 1.Steel surfaces must be free of dirt, oil, grease, or other contaminants. 2.The surface to be grouted must be clean, SSD, strong, and roughened to a CSP of 5 9 following ICRI Guideline 03732 to permit proper bond. For freshly placed concrete, consider using Liquid Surface Etchant (see Form No. 1020198) to achieve the required surface profile. 3.When dynamic, shear or tensile forces are anticipated, concrete surfaces should be chipped with a chisel-point hammer, to a roughness of (plus or minus) 3/8" (10 mm). Verify the absence of bruising following ICRI Guideline 03732. 4.Concrete surfaces should be saturated (ponded) with clean water for 24 hours just before grouting. 5.All freestanding water must be removed from the foundation and bolt holes immediately before grouting. 6.Anchor bolt holes must be grouted and sufficiently set before the major portion of the grout is placed. 7.Shade the foundation from sunlight 24 hours before and 24 hours after grouting. MASTERFLOW928High-precision mineral-aggregate grout with extended working timeDescriptionMasterflow928 grout is a hydraulic cement-based mineralaggregate grout with an extended working time. It is ideally suited for grouting machines or plates requiring precision load-bearing support. It can be placed from fluid to damp pack over a temperature range of 45 to 90F (7 to 32C). Masterflow928 grout meets the requirements of ASTM C 1107, Grades B and C, and the Army Corp of Engineers CRD C 621, Grades B and C, at a fluid consistency over a 30-minute working time. Yield One55lb(25kg)bagofMasterflow928groutmixedwithapproximately 10.5lbs(4.8kg)or1.26gallons (4.8L)ofwater,yieldsapproximately 0.50ft3(0.014m3)ofgrout. Thewaterrequirementmayvarydue tomixingefficiency,temperature, andothervariables. Packaging 55 lb (25 kg) multi-wall paper bags 3,300 lb (1,500 kg) bulk bags Shelf Life 1 year when properly stored Storage Store in unopened bags in clean, dry conditions.Where to UseAPPLICATIONWhere a nonshrink grout is required for maximum effective bearing area for optimum load transfer Where high one-day and later-age compressive strengths are required Nonshrinkgroutingofmachineryandequipment, baseplates,soleplates;precastwallpanels, beams,columns;curtainwalls,concrete systems,otherstructuralandnonstructural buildingmembers;anchorbolts,reinforcingbars, anddowelrods Applications requiring a pumpable grout Repairing concrete, including grouting voids and rock pockets Marine applications Freeze/thaw environmentsLOCATIONInterior or exterior PRODUCT DATA Grouts 036003 www.DegussaBuildingSystems.com Protection and Repair FeaturesBenefitsExtended working timeEnsures sufficient time for placement Can be mixed at a wide range of consistenciesEnsures proper placement under a variety of conditions Freeze/thaw resistantSuitable for exterior applications Hardens free of bleeding, segregation, Provides a maximum effective bearing area for or settlement shrinkageoptimum load transfer Contains high-quality, well-gradedProvides optimum strength and workability quartz aggregate Sulfate resistantFor marine, wastewater, and other sulfatecontaining environments

PAGE 97

MBT PROTECTION & REPAIR PRODUCT DATA MASTERFLOW928Technical DataComposition Masterflow928 is a hydraulic cement-based mineral-aggregate grout. Compliances ASTM C 1107, Grades B and C, and CRD 621, Grades B and C, requirements at a fluid consistency over a temperature range of 40 to 90F (4 to 32C) City of Los Angeles Research Report Number RR 23137 Test DataCompressive strengths, psi (MPa)ASTM C 942, according to ASTM C 1107 Consistency Plastic1Flowable2Fluid31 day 4,500 (31) 4,000 (28) 3,500 (24) 3 days 6,000 (41) 5,000 (34) 4,500 (31) 14 days 7,500 (52) 6,700 (46) 6,500 (45) 28 days 9,000 (62) 8,000 (55) 7,500 (52) Volume change* ASTM C 1090 % Requirement % Changeof ASTM C 1107 1 day > 0 0.0 0.30 3 days 0.04 0.0 0.30 14 days 0.05 0.0 0.30 28 days 0.06 0.0 0.30 Setting time, hr:minASTM C 191 Consistency Plastic1Flowable2Fluid3Initial set2:30 3:00 4:30 Final set 4:00 5:00 6:00 Flexural strength,* psi (MPa)ASTM C 78 3 days 1,000 (6.9) 7 days 1,050 (7.2) 28 days 1,150 (7.9) Modulus of elasticity,* psi (MPa)ASTM C 469, modified 3 days 2.82 x 106(1.94 x 104) 7 days 3.02 x 106(2.08 x 104) 28 days 3.24 x 106(2.23 x 104) Coefficient of thermal expansion,* 6.5 x 10-6(11.7 x 10-6)ASTM C 531 in/in/F (mm/mm/C) Split tensile and tensile ASTM C 496 (splitting tensile) strength,* psi (MPa)ASTM C 190 (tensile) Splitting TensileTensile 3 days 575 (4.0) 490 (3.4) 7 days 630 (4.3) 500 (3.4) 28 days 675 (4.7) 500 (3.4) Punching shear strength,* psi (MPa), Degussa Method 3 by 3 by 11" (76 by 76 by 279 mm) beam 3 days 2,200 (15.2) 7 days 2,260 (15.6) 28 days 2,650 (18.3) Resistance to rapid 300 Cycles RDF 99%ASTM C 666, freezing and thawing Procedure A1100 125% flow on flow table per ASTM C 2302125 145% flow on flow table per ASTM C 230325 to 30 seconds through flow cone per ASTM C 939 *Test conducted at a fluid consistency Test results are averages obtained under laboratory conditions. Expect reasonable variations. PROPERTY RESULTSTEST METHODS

PAGE 98

Forming 1.Forms should be liquid tight and nonabsorbent. Seal forms with putty, sealant, caulk, polyurethane foam. 2.Moderately sized equipment should utilize a head form sloped at 45 degrees to enhance the grout placement. A moveable head box may provide additional head at minimum cost. 3.Side and end forms should be a minimum 1" (25 mm) distant horizontally from the object grouted to permit expulsion of air and any remaining saturation water as the grout is placed. 4.Leave a minimum of 2" between the bearing plate and the form to allow for ease of placement. 5.Use sufficient bracing to prevent the grout from leaking or moving. 6.Eliminate large, nonsupported grout areas wherever possible. 7.Extend forms a minimum of 1" (25 mm) higher than the bottom of the equipment being grouted. 8.Expansion joints may be necessary for both indoor and outdoor installation. Consult your local Degussa field representative for suggestions and recommendations. Temperature 1.For precision grouting, store and mix grout to produce the desired mixed-grout temperature. If bagged material is hot, use cold water, and if bagged material is cold, use warm water to achieve a mixed-product temperature as close to 70F (21C) as possible.Recommended Temperature Guidelines for Precision Grouting Foundation 4550 8090 and plates(7)(10 27)(32) Mixing water 4550 8090 (7)(10 27)(32) Grout at mixed 4550 80 90 and placed temp(7)(10 27)(32)2.If temperature extremes are anticipated or special placement procedures are planned, contact your local Degussa representative for assistance. 3.When grouting at minimum temperatures, see that the foundation, plate, and grout temperatures do not fall below 40F (7C) until after final set. Protect the grout from freezing (32F or 0C) until it has attained a compressive strength of 3,000 psi (21 MPa). Mixing 1.Place estimated water (use potable water only) into the mixer, then slowly add the grout. For a fluid consistency, start with 9 lbs (4 kg) (1.1 gallon [4.2L]) per 55 lb bag. 2.The water demand will depend on mixing efficiency, material, and ambient-temperature conditions. Adjust the water to achieve the desired flow. Recommended flow is 25 30 seconds using the ASTM C 939 Flow-Cone Method. Use the minimum amount of water required to achieve the necessary placement consistency. 3.Moderately sized batches of grout are best mixed in one or more clean mortar mixers. For large batches, use ready-mix trucks and 3,300 lb (1,500 kg) bags for maximum efficiency and economy. 4.Mix grout a minimum of 5 minutes after all material and water is in the mixer. Use mechanical mixer only. 5.Do not mix more grout than can be placed in approximately 30 minutes. 6.Transport by wheelbarrow or buckets or pump to the equipment being grouted. Minimize the transporting distance. 7.Do not retemper grout by adding water and remixing after it stiffens. 8.DO NOT VIBRATE GROUT TO FACILITATE PLACEMENT. MBT PROTECTION & REPAIR PRODUCT DATA MASTERFLOW928 Test Data, continuedUltimate tensile strength and bond stress ASTME488, tests* Diameter DepthTensile strengthBond stress in (mm)in (mm) lbs (kg) psi (MPa) 5/8 (15.9)4 (101.6)23,500 (10,575) 2,991 (20.3) 3/4 (19.1)5 (127.0)30,900 (13,905)2,623 (18.1) 1 (25.4)6.75 (171.5)65,500 (29,475)3,090 (21.3)*Average of 5 tests in 4,000 psi (27.6 MPa) concrete using 125 ksi threaded rod in 2" (51mm) diameter, damp, core-drilled holes. Notes: 1. Grout was mixed to a fluid consistency. 2. Recommended design stress: 2,275 psi (15.7 MPa). 3. Refer to the Adhesive and Grouted Fastener Capacity Design Guidelines for more detailed information. 4. Tensile tests with headed fasteners were governed by concrete failure.Jobsite TestingIf strength tests must be made at the jobsite, use 2" (51 mm) metal cube molds as specified by ASTM C 942 and ASTM C 1107. DO NOT use cylinder molds. Control field and laboratory tests on the basis of desired placement consistency rather than strictly on water content. PROPERTY RESULTSTEST METHODS MINIMUM PREFERREDMAXIMUM F ( C) F ( C) F ( C)

PAGE 99

9.For aggregate extension guidelines, refer to Appendix MB-10: Guide to Cementitious Grouting. Application 1.Always place grout from only one side of the equipment to prevent air or water entrapment beneath the equipment. Place Masterflow928 in a continuous pour. Discard grout that becomes unworkable. Make sure that the material fills the entire space being grouted and that it remains in contact with plate throughout the grouting process. 2.Immediately after placement, trim the surfaces with a trowel and cover the exposed grout with clean wet rags (not burlap). Keep rags moist until grout surface is ready for finishing or until final set. 3.Thegroutshouldofferstiffresistanceto penetrationwithapointedmasonstrowelbefore thegroutformsareremovedorexcessivegroutis cutback.Afterremovingthedamprags,immediately coatwitharecommendedcuringcompoundcompliantwithASTMC309orpreferablyASTMC1315. 4.Do not vibrate grout. Use steel straps inserted under the plate to help move the grout. 5.Consult your Degussa representative before placing lifts more than 6" (152 mm) in depth. Curing Cure all exposed grout with an approved membrane curing compound compliant with ASTM C 309 or preferably ASTM C 1315. Apply curing compound immediately after the wet rags are removed to minimize potential moisture loss.For Best PerformanceFor guidelines on specific anchor-bolt applications, contact Degussa Technical Service. Do not add plasticizers, accelerators, retarders, or other additives unless advised in writing by Degussa Technical Service. The water requirement may vary with mixing efficiency, temperature, and other variables. Hold a pre-job conference with your local representative to plan the installation. Hold conferences as early as possible before the installation of equipment, sole plates, or rail mounts. Conferences are important for applying the recommendations in this product data sheet to a given project, and they help ensure a placement of highest quality and lowest cost. The ambient and initial temperature of the grout should be in the range of 45 to 90F (7 to 32C) for both mixing and placing. Ideally the amount of mixing water used should be that which is necessary to achieve a 25 30 second flow according to ASTM C 939 (CRD C 611). For placement outside of the 45 to 90F (7 to 32C) range, contact your local Degussa representative. For pours greater than 6" (152 mm) deep, consult your local Degussa representative for special precautions and installation procedures. Use Embeco885 grout for dynamic loadbearing support and similar application conditions as Masterflow928. Use Masterflow816, Masterflow1205, or Masterflow1341 post-tensioning cable grouts when the grout will be in contact with steel stressed over 80,000 psi (552 MPa). Masterflow928 is not intended for use as a floor topping or in large areas with exposed shoulders around baseplates. Where grout has exposed shoulders, occasional hairline cracks may occur. Cracks may also occur near sharp corners of the baseplate and at anchor bolts. These superficial cracks are usually caused by temperature and moisture changes that affect the grout at exposed shoulders at a faster rate than the grout beneath the baseplate. They do not affect the structural, nonshrink, or vertical support provided by the grout if the foundationpreparation, placing, and curing procedures are properly carried out. The minimum placement depth is 1" (25 mm). Make certain the most current versions of product data sheet and MSDS are being used; call Customer Service (1-800-433-9517) to verify the most current version. Properapplicationistheresponsibilityoftheuser. FieldvisitsbyD egussapersonnelareforthe purposeofmakingtechnicalrecommendations onlyandnotforsupervisingorprovidingquality controlonthejobsite.Health and SafetyMASTERFLOW928 Caution Risks Eye irritant. Skin irritant. Causes burns. Lung irritant. May cause delayed lung injury. Precautions KEEP OUT OF THE REACH OF CHILDREN. Avoid contact with eyes. Wear suitable protective eyewear. Avoid prolonged or repeated contact with skin. Wear suitable gloves. Wear suitable protective clothing. Do not breathe dust. In case of insufficient ventilation, wear suitable respiratory equipment. Wash soiled clothing before reuse. First Aid Wash exposed skin with soap and water. Flush eyes with large quantities of water. If breathing is difficult, move person to fresh air. Waste Disposal Method This product when discarded or disposed of, is not listed as a hazardous waste in federal regulations. Dispose of in a landfill in accordance with local regulations. For additional information on personal protective equipment, first aid, and emergency procedures, refer to the product Material Safety Data Sheet (MSDS) on the job site or contact the company at the address or phone numbers given below. Proposition 65 This product contains materials listed by the state of California as known to cause cancer, birth defects, or reproductive harm. VOC Content 0 lbs/gal or 0 g/L. For medical emergencies only, call ChemTrec (1-800-424-9300). MBT PROTECTION & REPAIR PRODUCT DATA MASTERFLOW928Form No. 1019303 9/03 (Replaces 1/02) Printed on recycled paper including 10% post-consumer fiber.Degussa Building Systems 889 Valley Park Drive Shakopee, MN, 55379 www.degussabuildingsystems.com Customer Service 800-433-9517 Technical Service 800-243-6739For professional use only. Not for sale to or use by the general public. 2003 Degussa Printed in U.S.A. LIMITED WARRANTY NOTICE Every reasonable effort is made to apply Degussa exacting standards both in the manufacture of our pro ducts and in the information which we issue concerning these products and their use. We warrant our products to be of good quality and will replace or, at our election, refund the purchase price of any products prov ed defective. Satisfactory results depend not only upon quality products, but also upon many factors beyond our control. Therefore, except for such replacement or refund, Degussa MAKES NO WARRANTY OR GUARANTEE, EXPRESS OR IMPLIE D, INCLUDING WARRANTIES OF FITNESS FOR A PARTICULAR PURPOSE OR MERCHANTABILITY, RESPECTING ITS PRODUCTS, and Degussa shall have no other liability with respect thereto. Any claim regarding p roduct defect must be received in writing within one (1) year from the date of shipment. No claim will be considered without such written notice or after the specified time interval. User shall determine the suitability of the products for the intended use and assume all risks and liability in connection therewith. Any authorized change in the printed recommendations concerning the use of our products must bear the signature of the Degussa Tec hnical Manager. This information and all further technical advice are based on Degussas present knowledge and experience. However, Degussa ass umes no liability for providing such information and advice including the extent to which such information and advice may relate to existing third party intellectual property rights, especially patent rights. In particular, Degussa di sclaims all WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING THE IMPLIED WARRANTIES OF FITNESS FOR A PARTICULAR PURPOSE OR MERCHANTABILITY. DEGUSSA SHALL NOT BE RESPONSIBLE FOR CONSEQUENTIAL, INDIRECT OR INCIDENTAL DAMAGES (INCLUDING LOSS OF PROFITS) OF ANY KIND. Degussa reserves the right to make any changes according to technological progress or further developments. It is the customers responsibility and obligatio n to carefully inspect and test any incoming goods. Performance of the product(s) described herein should be verified by testing and carried out only by qualified experts. It is the sole responsibility of the customer to carry out and arrange for any such testing. Reference to trade names used by other companies is neither a recommendation, nor an endorsement of any product and does not imply that similar products could not be used.

PAGE 100

SET45 AND SET45 HWChemical-action repair mortarDescriptionSet45 is a one-component magnesium phosphate-based patching and repair mortar. This concrete repair and anchoring material sets in approximately 15 minutes and takes rubber-tire traffic in 45 minutes. It comes in two formulations: Set45 Regular for ambient temperatures below 85F (29C) and Set45 Hot Weather for ambient temperatures ranging from 85 to 100F (29 to 38C). Yield A 50 lb (22.7 kg) bag of mixed with the required amount of water produces a volume of approximately 0.39 ft3(0.011 m3); 60%extension using1/2"(13mm)rounded,sound aggregateproduces approximately 0.58ft3(0.016m3). Packaging 50 lb (22.7 kg) multi-wall bags Color Dries to a natural gray color Shelf Life 1 year when properly stored Storage Store in unopened containers in a clean, dry area between 45 and 90F (7 and 32C).Where to UseAPPLICATIONHeavy industrial repairs Dowel bar replacement Concrete pavement joint repairs Full-depth structural repairs Setting of expansion device nosings Bridge deck and highway overlays Anchoring iron or steel bridge and balcony railings Commercial freezer rooms Truck docks Parking decks and ramps Airport runway-light installationsLOCATIONHorizontal and formed vertical or overhead surfaces Indoor and outdoor applications How to ApplySurface Preparation 1.A sound substrate is essential for good repairs. Flush the area with clean water to remove all dust. 2.Any surface carbonation in the repair area will inhibit chemical bonding. Apply a pH indicator to the prepared surface to test for carbonation. 3.Air blast with oil-free compressed air to remove all water before placing Set45. Mixing 1.Set45 must be mixed, placed, and finished within 10 minutes in normal temperatures (72F [22C]). Only mix quantities that can be placed in 10 minutes or less. 2.Do not deviate from the following sequence; it is important for reducing mixing time and producing a consistent mix. Use a minimum 1/2" slow-speed drill and mixing paddle or an appropriately sized mortar mixer. Do not mix by hand. 3.Pour clean (potable) water into mixer. Water content is critical. Use a maximum of 4 pts (1.9 L) of water per 50 lb (22.7 kg) bag of Set45. Do not deviate from the recommended water content. FeaturesBenefitsSingle componentJust add water and mix Reaches 2,000 psi compressive strength Rapidly returns repairs to service in 1 hour Wide temperature use rangeFrom below freezing to hot weather exposures Superior bondingBonds to concrete and masonry without a bonding agent Very low drying shrinkageImproved bond to surrounding concrete Resistant to freeze/thaw cycles Usable in most environments and deicing chemicals Only air curing requiredFast, simple curing process Thermal expansion and contraction similar More permanent repairs to Portland cement concrete Sulfate resistantStable where conventional mortars degrade PRODUCT DATA Concrete Rehabilitation 039303 Protection and Repair www.DegussaBuildingSystems.com

PAGE 101

Technical DataComposition Set45 is a magnesium-phosphate patching and repair mortar. Test Data MBT PROTECTION & REPAIR PRODUCT DATA SET45 AND SET45 HW PROPERTY RESULTSTEST METHODSTypical Compressive Strengths*, psi (MPa)ASTM C 109, modified Plain Concrete Set45 RegularSet45 RegularSet45 HW 72F (22C) 72F (22C) 36F (2C) 95F (35C) 1 hour 2,000 (13.8) 3 hour 5,000 (34.5)3,000 (20.7) 6 hour5,000 (34.5)1,200 (8.3)5,000 (34.5) 1 day 500 (3.5) 6,000 (41.4) 5,000 (34.5) 6,000 (41.4) 3 day 1,900 (13.1) 7,000 (48.3) 7,000 (48.3) 7,000 (48.3) 28 day 4,000 (27.6) 8,500 (58.6) 8,500 (58.6) 8,500 (55.2) NOTE: Only Set45 Regular formula, tested at 72F (22C), obtains 2,000 psi (13.8 MPa) compressive strength in 1 hour.Modulus of Elasticity, psi (MPa)ASTM C 469 7 days 28 days Set45 Regular 4.18 x 1064.55 x 106(2.88 x 104) (3.14 x 104) Set45 Hot Weather 4.90 x 1065.25 x 106 (3.38 x 104) (3.62 x 104) Freeze/thaw durability test, 80ASTM C 666, Procedure A % RDM, 300 cycles, for(modified**) Set45 and Set 45HW Scaling resistance to deicing chemicals, ASTM C 672 Set45 and Set 45HW 5 cycles0 25 cycles0 50 cycles1.5 (slight scaling) Sulfate resistance ASTM C 1012 Set45 length change after 52 weeks, % 0.09 Type V cement mortar after 52 weeks, % 0.20 Typical setting times, min,Gilmore ASTM C 266, modified for Set45 at 72F (22C), and Set45 Hot Weather at 95F (35C) Initial set9 15 Final set10 20 Coefficient of thermal expansion,*** CRD-C 39 both Set45 Regular and Set45 Hot Weather coefficients7.15 x 10-6/F (12.8 x 10-6/C) Flexural Strength, psi (MPa),ASTM C 78, modified 3 by 4 by 16" (75 by 100 by 406 mm) prisms, 1 day strength, Set45 mortar 550 (3.8) Set45 mortar with 3/8" (9 mm) pea gravel600 (4.2) Set45 mortar with 3/8" (9 mm) crushed angular650 (4.5) noncalcareous hard aggregate All tests were performed with neat material (no aggregate) **Method discontinues test when 300 cycles or an RDM of 60% is reached. ***Determined using 1 by 1 by 11" (25 mm by 25 mm by 279 mm) bars. Test was run with neat mixes (no aggregate). Extended mixes (with aggregate) produce lower coefficients of thermal expansion. Test results are averages obtained under laboratory conditions. Expect reasonable variations.

PAGE 102

4.Add the powder to the water and mix for approximately 1 1-1/2 minutes. 5.Useneatmaterialforpatchesfrom1/22" (651mm)indepthorwidth.Fordeeperpatches, extenda50lb(22.7kg)bagofSet45HWbyadding upto30lbs(13.6kg)ofproperlygraded,dust-free, hard,roundedaggregateornoncalcareouscrushed angularaggregate,notexceeding1/2"(6 mm) in accordancewithASTMC33,#8.Ifaggregateis damp,reducewatercontentaccordingly.Special proceduresmustbefollowedwhenangular aggregateisused.Contactyourlocal Degussa representativeformoreinformation.(Donotuse calcareousaggregatemadefromsoftlimestone. Testaggregateforfizzingwith10%HCL). Application 1.Immediately place the mixture onto the properly prepared substrate. Work the material firmly into the bottom and sides of the patch to ensure good bond. 2.Level the Set45 and screed to the elevation of the existing concrete. Minimal finishing is required. Match the existing concrete texture. Curing No curing is required, but protect from rain immediately after placing. Liquid-membrane curing compounds or plastic sheeting may be used to protect the early surface from precipitation, but never wet cure Set45. For Best PerformanceColor variations are not indicators of abnormal product performance. Regular Set45 will not freeze at temperatures above -20F (-29C) when appropriate precautions are taken. Do not add sand, fine aggregate, or Portland cement to Set45. Do not use Set45 for patches less than 1/2" (13 mm) deep. For deep patches, use Set45 Hot Weather formula extended with aggregate, regardless of the temperature. Consult your Degussa representative for further instructions. Do not use limestone aggregate. Water content is critical. Do not deviate from the recommended water content printed on the bag. Precondition these materials to approximately 70F (21C) for 24 hours before using. Protect repairs from direct sunlight, wind, and other conditions that could cause rapid drying of material. When mixing or placing Set45 in a closed area, provide adequate ventilation. Do not use Set45 as a precision nonshrink grout. Never featheredge Set45; for best results, always sawcut the edges of a patch. Prevent any moisture loss during the first 3 hours after placement. Protect Set45 with plastic sheeting or a curing compound in rapidevaporation conditions. Do not wet cure. Do not place Set45 on a hot (90F [32C]), dry substrate. When using Set45 in contact with galvanized steel or aluminum, consult your local Degussa sales representative. Make certain the most current versions of product data sheet and MSDS are being used; call Customer Service (1-800-433-9517) to verify the most current versions. Proper application is the responsibility of the user. Field visits by Degussa personnel are for the purpose of making technical recommendations only and not for supervising or providing quality control on the jobsite. Health and SafetySET45 Caution Risks Eye irritant. Skin irritant. Lung irritant. May cause delayed lung injury. Precautions KEEP OUT OF THE REACH OF CHILDREN. Avoid contact with eyes. Wear suitable protective eyewear. Avoid prolonged or repeated contact with skin. Wear suitable gloves. Wear suitable protective clothing. Do not breathe dust. In case of insufficient ventilation, wear suitable respiratory equipment. Wash soiled clothing before reuse. First Aid Wash exposed skin with soap and water. Flush eyes with large quantities of water. If breathing is difficult, move person to fresh air. Waste Disposal Method This product when discarded or disposed of is not listed as a hazardous waste in federal regulations. Dispose of in a landfill in accordance with local regulations. For additional information on personal protective equipment, first aid, and emergency procedures, refer to the product Material Safety Data Sheet (MSDS) on the job site or contact the company at the address or phone numbers given below. Proposition 65 This product contains materials listed by the state of California as known to cause cancer, birth defects, or reproductive harm. VOC Content 0 lbs/gal or 0 g/L. For medical emergencies only, call ChemTrec (1-800-424-9300). MBT PROTECTION & REPAIR PRODUCT DATA SET45 AND SET45 HW

PAGE 103

87 APPENDIX B INSTRUMENTATION ATTACHEMENT METHOD This appendix contains details about the method used to attach the top and bottom sets of instruments. The lower instruments went below ground and had to be sealed and protected from damage by soil and water. The following figures show the indentions provided by Standard Concrete, the groove that was cut to mount the wire flush, the plates bolted on, and the top set of instruments. Figure B-1 Top set of instruments; acceleromet er on left side and strain transducer on right side. Strain Transducer Accelerometer Top Indentions provided, but not used. Wire from Bottom Instrument protected.

PAGE 104

88 Figure B-2 Middle set of instruments, accelerome ter on left side and strain transducer on right side. A B Figure B-3 Bottom set of instruments with concrete anchor sleeves installed, A) accelerometer ready, B) strain tr ansducer with casing ready. Strain Transducer Accelerometer

PAGE 105

89 Figure B-4 Bottom set of instruments, with stee l cover plates attached on Pile #2; Pile #1 driven to cutoff elevatio n with tip at -14 feet. Pile #2 Cover Plates Pile #1

PAGE 106

90 APPENDIX C PDA OUTPUT FROM PILE DRIVING This appendix contains the PDA output for each pile in Tabular Form. The software PDIPLOT was used to create the tables. The PDA results presented in the tables below inlcude: FMX Max COMPRESSIVE FORCE at sensors (MEX Max STRAIN) CTN Max TENSION FORCE at or be low sensors (1ST 2L/C only) CTX Max TENSION FORCE (UP 1ST 2L/C, or DOWN TENSION later) TSX* Max TENSION STRESS below sensors (CTX/AREA); TSN=CTN/AR CSX* Max average axial COMPRESSI ON STRESS at gage (FMX/AREA) CSI* Max INDIVIDUAL COMPRESSION STRESS for either transducer EMX* ENERGY TRANSFERRED to p ile (most important measure) ETR ENERGY TRANSFER RATIO (EMX/E R) (must input "ER" RATING) VMX Max VELOCITY at sensors

PAGE 107

AppliedFoundationTesting,Inc. CaseMethodResults PDIPLOTVer.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1ARS Testdate:17-Sep-2004 AR: 645.53 in^2 SP: 0.151 k/ft3 LE: 34.00 ft EM: 5,672 ksi WS: 13,200.0 f/s JC: 0.50 FMX: MaximumForce RMX: MaxCaseMethodCapacity CSI: MaxF1orF2Compr.Stress CSX: MaxMeasuredCompr.Stress EMX: MaxTransferredEnergy ETR: EnergyTransferRatio CTN: MaxComputedTension CTX: MaxComputedTension TSX: TensionStressMaximum BL# depth BLC FMX RMX CSI CSX EMX ETR CTN CTX TSX ft bl/ft kips kips ksi ksi k-ft (%) kips kips ksi 1 12.25 4 635 198 1.2 1.0 15.1 2,044.7 0 -65 0.1 6 13.11 18 884 209 1.6 1.4 16.1 2,176.2 0 -65 0.1 11 13.39 18 763 180 1.4 1.2 12.2 1,651.4 0 -65 0.1 16 13.67 18 935 199 1.7 1.4 16.5 2,233.4 0 -65 0.1 21 13.94 18 877 185 1.5 1.4 14.2 1,927.3 0 -22 0.0 26 14.15 26 908 199 1.7 1.4 15.9 2,162.1 0 -20 0.0 31 14.35 26 882 192 1.6 1.4 14.6 1,977.1 0 -20 0.0 36 14.54 26 929 202 1.7 1.4 16.0 2,172.4 0 -11 0.0 41 14.73 26 848 176 1.5 1.3 13.4 1,810.3 0 -17 0.0 46 14.92 26 1,020 212 1.8 1.6 17.9 2,431.5 0 -36 0.1 51 15.05 56 1,055 186 1.7 1.6 18.0 2,445.9 0 -24 0.0 56 15.14 56 1,028 216 1.9 1.6 18.3 2,482.7 0 -24 0.0 61 15.23 56 1,057 203 1.7 1.6 18.0 2,437.6 0 -27 0.0 66 15.32 56 1,022 190 1.7 1.6 17.3 2,350.2 0 -17 0.0 71 15.41 56 1,137 194 1.9 1.8 19.9 2,694.5 0 -37 0.1 76 15.50 56 1,143 188 1.9 1.8 19.9 2,694.7 0 -38 0.1 81 15.59 56 1,116 202 1.9 1.7 19.1 2,595.6 0 -31 0.0 86 15.68 56 1,014 191 1.7 1.6 16.7 2,266.6 0 -25 0.0 91 15.77 56 1,137 182 1.9 1.8 19.6 2,653.1 0 -39 0.1 96 15.86 56 1,061 187 1.8 1.6 18.1 2,457.7 0 -37 0.1 101 15.95 56 1,119 187 1.9 1.7 19.7 2,669.0 0 -41 0.1 106 16.33 6 1,030 189 1.8 1.6 17.4 2,365.2 0 -36 0.1 111 17.08 13 1,142 190 2.0 1.8 20.4 2,767.2 0 -50 0.1 116 17.46 13 1,040 196 1.8 1.6 17.9 2,429.6 0 -40 0.1 121 17.85 13 1,020 201 1.8 1.6 18.0 2,435.7 0 -43 0.1 126 18.14 22 1,014 216 1.9 1.6 18.0 2,437.4 0 -37 0.1 131 18.36 22 1,097 196 1.9 1.7 18.6 2,523.6 0 -49 0.1 136 18.59 22 527 116 0.9 0.8 7.4 996.8 0 -39 0.1 141 18.82 22 1,297 225 2.3 2.0 24.0 3,248.7 0 -47 0.1 146 19.09 11 1,213 154 2.1 1.9 20.4 2,759.7 0 5 0.0 151 19.55 11 1,171 221 2.0 1.8 22.1 3,002.0 0 -29 0.0 156 20.00 11 1,306 220 2.1 2.0 24.1 3,273.8 0 -46 0.1 161 20.20 25 1,112 235 1.7 1.7 21.6 2,923.5 0 -10 0.0 166 20.40 25 1,267 231 2.0 2.0 22.7 3,079.7 0 -34 0.1 171 20.60 25 1,278 227 2.1 2.0 22.8 3,096.9 0 -41 0.1 176 20.80 25 1,231 203 2.0 1.9 21.6 2,923.8 0 -36 0.1 181 21.00 25 1,318 215 2.2 2.0 23.5 3,182.6 0 -38 0.1 186 21.22 23 1,287 210 2.2 2.0 23.0 3,115.2 0 -39 0.1 Page1of3

PAGE 108

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1ARS Testdate:17-Sep-2004 BL#depthBLCFMXRMXCSICSXEMXETRCTNCTXTSX ftbl/ftkipskipsksiksik-ft(%)kipskipsksi 19121.43231,2322062.11.921.72,947.20-390.1 19621.65231,3432052.32.123.93,247.00-370.1 20121.87231,2922002.22.023.43,173.80-370.1 20622.09231,2962082.32.024.13,264.30-410.1 21122.30231,3052042.32.024.13,269.40-380.1 21622.52231,2272032.21.922.33,025.10-360.1 22122.74231,2412072.21.922.53,055.70-410.1 22622.96231,2361922.21.922.23,014.50-390.1 23123.17241,2961962.32.023.63,193.70-450.1 23623.38241,2732112.32.023.23,139.90-400.1 24123.58241,3312052.32.124.43,307.80-420.1 24623.79241,2962192.32.023.83,220.80-430.1 25124.00241,4032232.32.226.23,552.90-500.1 25624.38131,3212262.32.023.83,232.20-390.1 26124.77131,2632032.22.022.33,027.80-440.1 26625.18111,2142002.11.921.22,875.20-400.1 27125.64111,3182202.32.023.13,127.20-360.1 27626.05211,4672302.52.327.03,654.2-45-460.1 28126.29211,3862172.42.124.93,375.4-8-380.1 28626.52211,3462142.32.123.73,215.90-350.1 29126.76211,3182032.22.023.03,123.00-330.1 29627.00211,2962042.22.022.53,051.80-310.0 30127.22231,3542042.32.123.83,223.0-2-340.1 30627.43231,3542052.32.123.93,234.70-340.1 31127.65231,3782042.32.124.53,322.0-2-400.1 31627.87231,3091962.22.022.83,092.90-360.1 32128.09231,3471972.32.123.43,175.40-360.1 32628.30231,3251972.32.123.13,133.10-410.1 33128.52231,3881952.32.224.53,315.6-10-440.1 33628.74231,3461772.22.123.03,116.6-1-440.1 34128.96231,3191892.22.022.73,079.40-370.1 34629.22181,3741922.42.123.93,242.0-4-440.1 35129.50181,3821982.32.124.03,247.3-12-420.1 35629.78181,4202072.22.224.03,254.3-8-560.1 36130.04251,4362142.42.224.23,277.0-9-530.1 36630.24251,3852142.32.122.83,094.60-490.1 37130.44251,3652222.32.122.23,012.60-480.1 37630.64251,3902142.32.222.83,093.1-1-420.1 38130.84251,3672102.22.122.23,016.60-430.1 38631.06181,3682112.32.122.33,025.4-9-510.1 39131.33181,3392052.22.121.82,950.5-4-560.1 39631.61181,3612072.22.122.13,001.0-9-540.1 40131.89181,3522092.22.122.23,006.2-8-490.1 Page2of3

PAGE 109

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1ARS Testdate:17-Sep-2004 FMXRMXCSICSXEMXETRCTNCTXTSX kipskipsksiksik-ft(%)kipskipsksi Average1,2092022.11.921.22,872.8-2-390.1 Std.Dev.181220.30.33.7501.77110.0 Maximum1,5322562.62.431.64,290.6050.1 @Blow#57472525713413411461 Totalnumberofblowsanalyzed:403 TimeSummary Drive2minutes47seconds4:03:28PM-4:06:15PM(9/17/2004) Stop29minutes8seconds4:06:15PM-4:35:23PM Drive11seconds4:35:23PM-4:35:34PM Stop37minutes47seconds4:35:34PM-5:13:21PM Drive39minutes18seconds5:13:21PM-5:52:39PM Totaltime[1:49:11]=(Driving[0:42:16]+Stop[1:06:55]) Page3of3

PAGE 110

AppliedFoundationTesting,Inc. CaseMethodResults PDIPLOTVer.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1RS2 Testdate:21-Sep-2004 AR: 645.53 in^2 SP: 0.151 k/ft3 LE: 34.00 ft EM: 5,506 ksi WS: 13,000.0 f/s JC: 0.50 FMX: MaximumForce RMX: MaxCaseMethodCapacity CSI: MaxF1orF2Compr.Stress CSX: MaxMeasuredCompr.Stress EMX: MaxTransferredEnergy ETR: EnergyTransferRatio CTN: MaxComputedTension TSN: MaxTensionStress-1st2L/conly TRP: Timefromrisetopeak BL# depth BLC FMX RMX CSI CSX EMX ETR CTN TSN TRP ft bl/ft kips kips ksi ksi k-ft (%) kips ksi ms 1 1.31 1 897 174 1.4 1.4 11.6 1,577.3 0 0.0 5.20 3 3.92 1 1,214 236 1.9 1.9 19.8 2,678.8 0 0.0 5.40 5 6.54 1 1,217 241 2.2 1.9 19.3 2,618.6 0 0.0 5.00 7 9.15 1 1,315 232 2.2 2.0 22.2 3,009.9 0 0.0 4.60 9 11.77 1 1,276 243 2.2 2.0 20.7 2,801.2 0 0.0 5.00 11 14.38 1 1,264 237 2.1 2.0 20.6 2,786.7 0 0.0 4.80 13 17.00 1 1,256 238 2.1 1.9 20.5 2,777.0 0 0.0 5.00 15 19.62 1 1,416 236 2.2 2.2 24.2 3,275.8 -86 0.1 4.60 17 22.23 1 1,447 237 2.3 2.2 25.1 3,404.6 -100 0.2 4.60 19 24.85 1 1,410 236 2.2 2.2 23.8 3,227.1 -78 0.1 4.60 21 27.46 1 1,459 246 2.3 2.3 25.2 3,419.0 -138 0.2 4.60 23 30.08 1 1,416 239 2.2 2.2 23.5 3,190.1 -83 0.1 4.60 25 32.69 1 1,401 233 2.2 2.2 23.3 3,160.9 -83 0.1 4.60 27 34.03 34 1,407 238 2.2 2.2 23.8 3,225.7 -87 0.1 4.80 29 34.09 34 1,451 234 2.3 2.2 24.8 3,363.8 -112 0.2 4.60 31 34.15 34 1,388 235 2.2 2.2 23.1 3,135.5 -67 0.1 4.80 33 34.21 34 1,462 248 2.3 2.3 25.2 3,414.8 -114 0.2 4.60 35 34.26 34 1,510 256 2.4 2.3 26.6 3,613.0 -177 0.3 4.40 37 34.32 34 1,441 247 2.3 2.2 24.6 3,334.4 -108 0.2 4.40 39 34.38 34 1,517 268 2.4 2.4 26.7 3,625.5 -162 0.3 4.40 41 34.44 34 1,470 273 2.3 2.3 25.4 3,442.2 -108 0.2 4.40 43 34.50 34 1,430 277 2.3 2.2 24.1 3,271.0 -66 0.1 4.60 45 34.56 34 1,415 277 2.2 2.2 24.0 3,249.3 -55 0.1 4.80 47 34.62 34 1,494 273 2.4 2.3 26.4 3,574.9 -130 0.2 4.60 49 34.68 34 1,522 277 2.4 2.4 27.4 3,709.3 -138 0.2 4.40 51 34.74 34 1,473 286 2.3 2.3 25.8 3,504.2 -107 0.2 4.60 53 34.79 34 1,512 295 2.4 2.3 26.8 3,638.7 -131 0.2 4.60 55 34.85 34 1,419 298 2.3 2.2 24.2 3,277.7 -52 0.1 4.80 57 34.91 34 1,473 300 2.3 2.3 25.7 3,490.0 -104 0.2 4.60 59 34.97 34 1,533 299 2.4 2.4 27.5 3,725.2 -148 0.2 4.40 61 35.03 29 1,421 303 2.3 2.2 24.0 3,251.4 -78 0.1 4.80 63 35.10 29 1,394 308 2.2 2.2 23.4 3,171.3 -61 0.1 4.80 65 35.17 29 1,429 297 2.2 2.2 24.3 3,293.5 -100 0.2 4.60 67 35.24 29 1,477 296 2.3 2.3 25.8 3,492.5 -133 0.2 4.60 69 35.31 29 1,481 292 2.3 2.3 25.8 3,493.4 -135 0.2 4.40 71 35.38 29 1,470 287 2.3 2.3 25.4 3,449.7 -114 0.2 4.60 73 35.45 29 1,410 290 2.2 2.2 23.6 3,194.9 -81 0.1 4.60 75 35.52 29 1,458 291 2.3 2.3 25.1 3,407.1 -124 0.2 4.80 Page1of3

PAGE 111

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1RS2 Testdate:21-Sep-2004 BL#depthBLCFMXRMXCSICSXEMXETRCTNTSNTRP ftbl/ftkipskipsksiksik-ft(%)kipsksims 7735.59291,4752862.32.325.63,470.7-1440.24.40 7935.66291,4183052.22.223.73,217.4-1900.34.60 8135.72291,0423211.81.614.01,898.200.06.40 8335.79291,4943022.52.326.13,535.8-1100.24.40 8535.86291,3533022.12.121.82,954.7-530.14.80 8735.93291,4562992.42.324.33,294.3-1010.24.60 8936.00291,5232722.52.428.43,847.7-1510.24.00 9136.07291,4733032.32.325.53,451.3-1210.24.40 9336.14291,3993032.22.223.63,199.4-490.14.80 9536.21291,5022942.42.327.13,675.9-1050.24.60 9736.28291,3923182.32.223.23,144.9-330.14.60 9936.34291,4193192.22.224.03,249.6-640.14.80 10136.41291,4483302.42.224.73,344.5-630.14.60 10336.48291,4563392.42.324.73,348.4-800.14.40 10536.55291,4453632.32.224.63,334.8-300.04.60 10736.62291,4583942.42.325.53,452.600.04.60 10936.69291,4934532.52.326.83,638.300.04.40 11136.76291,5414772.62.430.04,061.100.04.60 11336.83291,5726042.72.432.54,409.600.04.60 11536.90291,7178472.82.742.55,763.700.04.60 11736.97291,6857172.72.636.04,882.500.04.60 11937.03301,6097122.52.534.54,682.400.04.40 12137.10301,4736542.32.330.04,062.500.04.60 12337.17301,3815962.22.127.23,681.000.04.60 12537.23301,2294852.01.921.42,898.6-1500.24.00 12737.30308692111.41.39.51,289.7-1530.25.00 12937.37301,0683921.71.715.72,135.0-1820.34.60 13137.43301,1734892.21.820.32,750.8-930.14.60 13337.50301,3405392.22.124.33,289.1-1200.24.40 13537.57301,3295632.22.123.73,207.7-450.14.60 13737.63301,3195632.22.022.93,109.3-540.14.60 13937.70301,3345542.22.122.63,061.5-880.14.60 14137.77301,3055302.12.021.22,874.6-1340.24.40 14337.83301,3295642.32.122.02,986.7-1800.34.60 14537.90301,2915672.32.021.22,875.5-1010.24.60 14737.97301,3496282.42.124.23,284.9-890.14.60 14938.03351,3586432.52.124.93,380.0-760.14.40 15138.09351,3516692.52.125.13,405.4-290.04.60 15338.14351,3867892.72.128.23,816.900.04.40 15538.20351,5391,0773.22.435.64,829.200.04.40 15738.26351,4638172.92.330.34,101.400.04.40 15938.31351,4259302.82.230.54,134.800.04.40 16138.37351,4297492.92.229.64,006.800.04.40 16338.43351,2605562.42.023.13,133.500.04.40 16538.49351,2305782.21.922.83,086.9-730.14.40 16738.54351,1446352.11.821.82,961.900.04.80 Page2of3

PAGE 112

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-1RS2 Testdate:21-Sep-2004 BL#depthBLCFMXRMXCSICSXEMXETRCTNTSNTRP ftbl/ftkipskipsksiksik-ft(%)kipsksims 16938.60351,2156642.31.924.73,342.600.04.60 17138.66351,1696282.21.823.43,173.300.04.60 17338.71351,0815032.01.719.82,683.4-880.15.00 17538.77359724482.01.517.32,346.0-340.15.40 17738.83351,0454812.21.619.92,702.6-1240.24.80 17938.89351,0445242.31.621.22,876.9-860.14.80 18138.94359855482.21.520.42,766.2-130.05.40 18339.00354773011.30.75.6755.5-220.05.20 Average1,3654102.32.124.43,302.9-710.14.62 Std.Dev.1811920.30.34.9668.1580.10.30 Maximum1,7821,0773.32.842.55,763.700.56.40 @Blow#116155156116115115112881 Totalnumberofblowsanalyzed:183 TimeSummary Drive13minutes35seconds1:32:51PM-1:46:26PM(9/21/2004) Page3of3

PAGE 113

AppliedFoundationTesting,Inc. CaseMethodResults PDIPLOTVer.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-2RS Testdate:21-Sep-2004 AR: 645.53 in^2 SP: 0.151 k/ft3 LE: 34.00 ft EM: 5,506 ksi WS: 13,000.0 f/s JC: 0.50 FMX: MaximumForce RMX: MaxCaseMethodCapacity CSI: MaxF1orF2Compr.Stress CSX: MaxMeasuredCompr.Stress EMX: MaxTransferredEnergy ETR: EnergyTransferRatio CTN: MaxComputedTension CTX: MaxComputedTension TSX: TensionStressMaximum BL# depth BLC FMX RMX CSI CSX EMX ETR CTN CTX TSX ft bl/ft kips kips ksi ksi k-ft (%) kips kips ksi 1 14.06 17 814 163 1.3 1.3 15.1 2,047.5 0 -56 0.1 5 14.29 17 1,342 215 2.2 2.1 26.2 3,547.1 -182 -182 0.3 9 14.53 17 1,239 203 2.1 1.9 22.9 3,108.7 -108 -108 0.2 13 14.76 17 1,204 200 2.1 1.9 21.9 2,963.3 -46 -53 0.1 17 15.00 17 1,364 183 2.3 2.1 26.8 3,628.9 -252 -252 0.4 21 15.22 18 1,254 175 2.2 1.9 23.1 3,128.5 -128 -128 0.2 25 15.44 18 1,296 174 2.3 2.0 24.3 3,295.4 -218 -218 0.3 29 15.67 18 844 158 1.5 1.3 12.6 1,714.1 0 -34 0.1 33 15.89 18 783 153 1.4 1.2 12.0 1,620.7 0 -38 0.1 37 16.05 40 802 157 1.5 1.2 12.1 1,637.3 0 -36 0.1 41 16.15 40 965 167 1.8 1.5 15.2 2,058.8 -48 -48 0.1 45 16.25 40 882 159 1.6 1.4 13.5 1,835.0 -11 -39 0.1 49 16.35 40 974 159 1.8 1.5 15.7 2,122.8 -60 -60 0.1 53 16.45 40 1,057 161 1.9 1.6 17.7 2,399.6 -104 -104 0.2 57 16.55 40 1,166 160 2.1 1.8 20.5 2,775.2 -171 -171 0.3 61 16.65 40 982 148 1.7 1.5 16.1 2,177.1 -64 -64 0.1 65 16.75 40 1,009 153 1.8 1.6 16.6 2,248.7 -77 -77 0.1 69 16.85 40 854 142 1.5 1.3 13.2 1,785.6 0 -28 0.0 73 16.95 40 884 142 1.5 1.4 14.0 1,903.1 -7 -29 0.0 77 17.13 15 894 127 1.6 1.4 14.2 1,921.2 -12 -37 0.1 81 17.40 15 919 135 1.6 1.4 14.7 1,989.1 -28 -40 0.1 85 17.67 15 975 133 1.8 1.5 16.2 2,195.3 -49 -49 0.1 89 17.93 15 1,022 132 1.8 1.6 16.8 2,277.8 -85 -85 0.1 93 18.27 11 1,059 142 1.9 1.6 18.2 2,474.3 -114 -114 0.2 97 18.64 11 1,059 146 1.9 1.6 18.2 2,468.8 -110 -110 0.2 101 19.00 11 957 151 1.7 1.5 16.4 2,229.1 -54 -54 0.1 105 19.25 16 983 150 1.7 1.5 16.8 2,271.8 -69 -69 0.1 109 19.50 16 729 134 1.3 1.1 11.4 1,543.6 0 -22 0.0 113 19.75 16 770 139 1.4 1.2 12.2 1,649.6 0 -22 0.0 117 20.00 16 966 168 1.8 1.5 16.5 2,240.4 0 -32 0.1 121 20.14 28 1,278 183 2.2 2.0 24.9 3,379.1 -205 -205 0.3 125 20.29 28 1,186 173 2.1 1.8 21.7 2,936.7 -64 -64 0.1 129 20.43 28 1,007 180 1.8 1.6 17.8 2,409.2 -107 -107 0.2 133 20.57 28 1,031 118 1.9 1.6 20.0 2,707.5 -107 -107 0.2 137 20.71 28 1,064 169 1.9 1.6 19.3 2,620.5 -148 -148 0.2 141 20.86 28 1,028 145 2.0 1.6 18.5 2,502.5 -112 -112 0.2 145 21.00 28 1,053 146 2.0 1.6 19.1 2,585.9 -117 -117 0.2 149 21.29 14 865 107 1.6 1.3 12.6 1,712.1 -66 -66 0.1 Page1of3

PAGE 114

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-2RS Testdate:21-Sep-2004 BL#depthBLCFMXRMXCSICSXEMXETRCTNCTXTSX ftbl/ftkipskipsksiksik-ft(%)kipskipsksi 15321.57141,1211712.21.721.32,884.4-97-970.2 15721.86141,1051692.11.720.72,810.6-108-1080.2 16122.2971,0961752.01.720.72,809.5-113-1130.2 16522.8671,1912052.21.822.23,015.0-171-1710.3 16923.3881,0622031.91.618.42,499.8-86-860.1 17323.8881,1561922.11.820.52,781.5-159-1590.2 17724.09321,1162072.01.719.62,653.8-107-1070.2 18124.22321,1401962.01.819.82,686.8-118-1180.2 18524.34321,2712022.22.023.63,197.2-173-1730.3 18924.47321,1801992.11.821.32,891.2-47-470.1 19324.59321,1311892.01.820.02,715.3-23-310.0 19724.72321,1381792.01.820.22,743.1-40-400.1 20124.84321,1721822.11.820.62,794.1-77-770.1 20524.97329651741.61.515.42,088.90-180.0 20925.3881,1362062.01.819.52,649.4-67-670.1 21325.8881,1992112.11.921.42,903.2-53-530.1 21726.17181,2532122.31.922.93,111.2-123-1230.2 22126.39181,2831952.32.024.03,257.6-145-1450.2 22526.61181,0962241.91.720.62,787.00-280.0 22926.83181,1491882.01.820.02,718.1-55-550.1 23327.05221,1401822.11.819.82,680.4-61-610.1 23727.23221,3201992.42.025.33,431.8-171-1710.3 24127.41221,2261982.21.922.02,989.4-109-1090.2 24527.59221,2471912.31.922.73,077.3-122-1220.2 24927.77221,2581882.31.923.03,120.7-118-1180.2 25327.95221,2281852.21.922.13,001.7-107-1070.2 25728.13231,2551832.31.923.23,142.7-121-1210.2 26128.30231,2561792.31.923.23,149.6-118-1180.2 26528.48231,2451792.21.922.93,099.7-117-1170.2 26928.65231,3211832.42.025.73,483.2-165-1650.3 27328.83231,2381822.31.922.83,093.7-106-1060.2 27729.00231,2701832.32.023.73,215.5-120-1200.2 28129.19211,2761792.42.023.93,243.9-124-1240.2 28529.38211,2561792.31.923.43,169.8-112-1120.2 28929.57211,1911702.21.821.52,911.6-23-240.0 29329.76211,2471672.31.922.93,106.4-89-890.1 29729.95211,2271622.21.922.23,012.0-67-670.1 30130.14221,1811482.11.821.32,883.5-14-280.0 30530.32221,2521492.21.923.03,122.7-95-950.1 30930.50221,2671512.32.023.13,131.7-90-900.1 31330.68221,2131372.11.921.82,961.4-42-420.1 31730.86221,2871492.42.023.73,210.5-105-1050.2 32131.04231,2801472.32.023.83,223.8-102-1020.2 32531.22231,2351372.31.922.02,983.9-63-630.1 32931.39231,2601432.32.023.13,129.6-91-910.1 33331.57231,2691422.32.023.13,127.6-88-880.1 Page2of3

PAGE 115

AppliedFoundationTesting,Inc. CaseMethodResultsPDIPLOTV er.2005.1-Printed:28-Apr-2005 FDOTSPLICERESEARCH-TP-2RS Testdate:21-Sep-2004 BL#depthBLCFMXRMXCSICSXEMXETRCTNCTXTSX ftbl/ftkipskipsksiksik-ft(%)kipskipsksi 33731.74231,2311332.21.921.92,966.4-49-490.1 34131.91231,2261312.21.921.62,926.2-51-510.1 34532.10211,2101372.21.921.22,875.5-28-300.0 34932.29211,1871252.11.820.52,785.3-19-290.0 35332.48211,2221292.21.921.52,918.3-53-530.1 35732.67211,2131322.11.921.32,885.9-40-400.1 36132.86211,2151382.11.921.12,866.6-68-680.1 36533.05191,2581342.21.922.73,070.9-106-1060.2 36933.26199861391.61.515.42,081.90-430.1 37333.47191,2231642.11.921.92,965.5-81-810.1 37733.68191,2431652.01.922.53,053.2-98-980.2 38133.89191,2381632.11.922.23,009.4-105-1050.2 Average1,1331652.01.820.22,734.2-83-880.1 Std.Dev.153270.30.23.8509.554480.1 Maximum1,5582422.72.435.44,795.10-180.4 @Blow#226226226226226226120518 Totalnumberofblowsanalyzed:383 TimeSummary Drive20minutes33seconds10:36:47AM-10:57:20AM(9/21/2004) Stop10minutes32seconds10:57:20AM-11:07:52AM Drive6minutes56seconds11:07:52AM-11:14:48AM Totaltime[0:38:01]=(Driving[0:27:29]+Stop[0:10:32]) Page3of3

PAGE 116

100 APPENDIX D MATHCAD WORKSHEET CALCULATIONS This appendix contains a copy of a MA THCAD worksheet used to calculate the transformed section properties in the splice. Also, with a perfect bond between the pile and the HSS steel pipe, the stra ins in both materials is equal. The stress and equivalent force carried by each component is also computed for the maximum compressive and tensile forces in the splice. The maximum compressive force at the joint of the splice was 1700 kips during pile driving. The maximum tensile force at the joint of the splice was 335 kips during pile driving. The steel pipe was designed to transfer the entire tensile load across the splice.

PAGE 117

Pile Dimensions w30in width of pile D v 18in diamter of void D118in Dpipe14.0in Outside diamter of HSS pipe tpipe0.5in thickness of HSS pipe Dvent3in Diameter of vent in HSS to allow gases to escape Apipe19.8in2 HSS14.000 x 0.500 Specific Weight of Materials conc150 lbf ft3 conc conc g unit weight and density of concrete ste490 lbf ft3 ste ste g unit weight and density of steel ORIGIN1 Units kip1000lbf Input Material Properties ksi 1000lbf in2 Modulus of Elasticity Est29000ksi Steel strands and HSS pipe Econc5300ksi Modulus of pile used in PDA unit Egrout2820ksi Masterbuilders Master Flow Product 928 Eset454500ksi Masterbuilders Product Set 45 Prestressing Steel Strand0.217in2 strand x-sectional area n20 number of strands used AstnStrand Ast4.34in2 Area of prestressing steel reinforcement

PAGE 118

Z5Z1 Z1273.45kip sec ft Z1E1AconcAst () c1 Impedence of Voided Cross Section c5c1 c112887.67 ft sec c1E11 Wave Speed in Voided Cross Section 51 10.15 kip ft3 11g 51 10.01lbftin4 1 concAconc steAst AconcAst Density of Voided Cross Section E5E1 E15459.34ksi E1EconcAconc EstAst AconcAst Young's Modulus for Voided Cross Section Aconc641.19in2 Aconcw2 D v24 Ast Area of concrete in Voided Cross Section Cross Section #1 and #5: Above/Below the Splice in the Voided Section of Pile

PAGE 119

Z2393.249 sec ft kip Z4Z2 Z2E2AgrouconAsteel () c2 Impedence of Spliced Cross Section c212836.36 ft sec c4c2 c2E22 Wave Speed in Spliced Cross Section 25122.31 lb ft2sec2 42g 22g 20.01lbftin4 42 2 concAgroucon steAsteel AgrouconAsteel Density of Composite in Spliced Cross Section E4E2Cross Section #2 and #4: In the Steel Pipe Spliced Cross Section Total Area of Steel AsteelApipeAst Asteel24.14in2 Cross Sectional Area of Concrete and Grout Aannulus 4 D v2Dpipe ()2 Area of grout in Annulus of pile void masterflow 928 Aannulus100.53in2 Ainner 4 Dpipe2tpipe ()2Dvent ()2 Area of concrete inside HSS Pipe Ainner125.66in2 AgrouconAconcAannulus Ainner Total area of concrete and grout Agroucon867.39in2 Composite Young's Modulus for Spliced Cross Section : including concrete, grout and st e E2EconcAinnerAconc () EgroutAannulus EstAsteel AgrouconAsteel E25662.08ksi

PAGE 120

Z3366.418 sec ft kip Z3E3Agrout3Apipe () c3 Impedence in Cross Section #3 Bonded c312086.2 ft sec c3E33 Wave Speed in Cross Section #3 Bonded 35122.31 lb ft2sec2 32g 30.0076lbftin4 3 concAgrout3 steApipe Agrout3Apipe Density of Composite at Cross Section #3 Bonded E34967.44ksi E3EconcAinner Eset45Aouter EstApipe EgroutAannulus Agrout3Apipe Composite Young's Modulus for X-section #3 Bonded Agroucon867.39in2 Agrout3871.73in2 Agrout3AouterAinner Aannulus Fills Pipe Ainner125.66in2 Annulus grout Aannulus100.53in2 Bonded or Not Bonded Aouter645.53in2 Aouterw2 D v24 Cross Sectional Area of Concrete and Grout Cross Section #3: At the mating surface (joint) between piles.

PAGE 121

Z3366.42 sec ft kip c312086.2 ft sec 3157.55 lb ft3 E34967.44ksi A3891.53in2 A3AouterAinner Aannulus Apipe Cross Section #3 at the Joint Z2393.25 sec ft kip Z1273.45 sec ft kip c212836.36 ft sec c112887.67 ft sec 2159.21 lb ft3 1152.29 lb ft3 E25662.08ksi E15459.34ksi A4A2 A2891.53in2 A1645.53in2 A2AgrouconAsteel A5A1 A1AconcAst Cross Section #2 and #4 in the splice Cross Section #1 and #5 in the void Summary of X-sections

PAGE 122

stress in steel pipe Fset45 set45Aouter Fset451115kip Force in set 45 grout Finner concAinner Finner255.7kip Force in concrete inside HSS pip e Fannu annuAannulus Fannu108.8kip Force in annulus 928 grout Fst stApipe Fst220.4kip Force in steel pipe Fstrand st0 in2 Fstrand0kip No strand at joint FtotalFset45Finner Fannu Fst Ftotal1700kip Fcomp1700kip Maximum Compressive Force of 1700 kips at the joint of the splice, cross section #3 Fcomp1700kip Fcomp A3 1.91ksi Avg stress in X-section #3 E3 0.000384 Avg Strain in X-section #3 conc Econc conc2.03ksi stress in concrete annu Egrout annu1.08ksi stress in annulus grout set45 Eset45 set451.73ksi stress in mating surface grout st Est st11.1ksi

PAGE 123

Force in concrete inside HSS pipe Fannu annuAannulus Fannu21.4 kip Force in annulus 928 grout Fst stApipe Fst43.44 kip Force in steel pipe Fstrand st0 in2 Fstrand0kip No strand at joint FtotalFset45Finner Fannu Fst Ftotal335 kip Ftens335 kip If assume steel pipe carries entire tensile force: Ftens Apipe 16.92 ksi Avg stress in steel pipe Est 0.000583 Avg Strain in steel pipe Fst Apipe Fst335 kip Force in steel pipe Fst335 kip Ftens335 kip Maximum Tensile Force of -335 kips at the joint of the splice Ftens335 kip Ftens A3 0.38 ksi Avg stress in X-section #3 E3 0.000076 Avg Strain in X-section #3 conc Econc conc0.4 ksi stress in concrete annu Egrout annu0.21 ksi stress in annulus grout set45 Eset45 set450.34 ksi stress in mating surface grout st Est st2.19 ksi stress in steel pipe Fset45 set45Aouter Fset45219.7 kip Force in concrete Finner concAinner Finner50.4 kip

PAGE 124

108 APPENDIX E CAPWAP OUTPUT FOR TENSILE FORCES Appendix E contains figures showing a comparison between the PDA output and the CAPWAP output for Pile #2 blow numbers 17, 18, 119, and 227, which were the hammer impacts that caused high tensile stre sses. The figures included for each blow number are: CAPWAP computed force at top, middle, and segment 27 of pile versus time. PDA measured force at top of pile and CAPWAP computed force at top of pile versus time. PDA measured wave up at top of pile a nd CAPWAP computed wave up at top of pile versus time. PDA measured force at lower gage and CAPWAP computed force at segment 27 versus time. The maximum value table output from CA PWAP was also included because it shows the maximum force in each pile se gment defined in Figure E-1 below. Figure E-1 Pile divided into 1 foot long segments for CAPWAP software.

PAGE 125

109 Table E-1 CAPWAP output of final results for BN 17 of 383.

PAGE 126

110 Table E-2 CAPWAP output of extr eme values for BN 17 of 383.

PAGE 127

111 1359 -90 660 -246 933 -335 -500 -250 0 250 500 750 1000 1250 1500 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-2 CAPWAP output of force at three pile segments for BN 17 of 383. 146 139 -876 -868 -1000 -800 -600 -400 -200 0 200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-3 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 17 of 383. Seg. 1 Seg. 20 Seg. 27 CAPWAP PDA

PAGE 128

112 1358 1359 -90 -43 -200 200 600 1000 1400 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-4 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 17 of 383. 480 701 -146 663 -246 508 -400 -200 0 200 400 600 800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-5 BN 17 of Pile #2 comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 129

113 Table E-3 CAPWAP output of final results for BN 18 of 383.

PAGE 130

114 Table E-4 CAPWAP output of extr eme values for BN 18 of 383.

PAGE 131

115 1381 1046 -73 651 -300 -221 -300 0 300 600 900 1200 1500 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-6 CAPWAP output of force at three pile segments for BN 18 of 383. 153 157 -850 -818 -1000 -800 -600 -400 -200 0 200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-7 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 18 of 383. CAPWAP PDA Seg. 1 Seg. 20 Seg. 27

PAGE 132

116 1345 1381 -73 -44 282 207 -200 0 200 400 600 800 1000 1200 1400 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-8 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 18 of 383. 476 683 -148 651 -221 539 -400 -200 0 200 400 600 800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-9 Pile #2 BN 18 comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 133

117 Table E-5 CAPWAP software output of final results for BN 119 of 383.

PAGE 134

118 Table E-6 CAPWAP software output of extreme values for BN 119 of 383.

PAGE 135

119 1071 -229 -331 643 1345 -148 -400 -200 0 200 400 600 800 1000 1200 1400 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-10 CAPWAP output of force at th ree pile segments for BN 119 of 383 of spliced Pile #2. 143 161 -860 -844 -1000 -800 -600 -400 -200 0 200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-11 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 119 of 383. CAPWAP PDA Seg. 1 Seg. 20 Seg. 27

PAGE 136

120 1344 1345 -32 -148 265 232 -400 -200 0 200 400 600 800 1000 1200 1400 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-12 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 119 of 383. -135 697 643 -229 -400 -200 0 200 400 600 800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-13 Pile #2 BN 119 comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 137

121 Table E-7 CAPWAP output of final results for BN 227 of 383.

PAGE 138

122 Table E-8 CAPWAP output of extr eme values for BN 227 of 383.

PAGE 139

123 1498 -199 1157 748 -311 -140 -400 0 400 800 1200 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-14 CAPWAP output of force at th ree pile segments for BN 227 of 383 with maximum tensile force for spliced Pile #2. 146 152 -864 -879 -1000 -800 -600 -400 -200 0 200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-15 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #2 for BN 227 of 383. CAPWAP PDA Seg. 1 Seg. 20 Seg. 27

PAGE 140

124 -199 1498 1462 -4 -400 0 400 800 1200 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-16 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #2 for BN 227 of 383. 790 -173 748 -140 -200 0 200 400 600 800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure E-17 Pile #2 BN 227 comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 141

125 APPENDIX F CAPWAP OUTPUT FOR COMPRESSIVE FORCES Appendix F contains figures showing a comparison between the PDA output and the CAPWAP output for Pile #1 blow numb ers 116, 117, 154, and 155, which were the hammer impacts that caused high compressive stresses. The figures included for each blow number are: CAPWAP computed force at top, middle, and segment 27 of pile versus time. PDA measured force at top of pile and CAPWAP computed force at top of pile versus time. PDA measured wave up at top of pile a nd CAPWAP computed wave up at top of pile versus time. PDA measured force at lower gage and CAPWAP computed force at segment 27 versus time. The maximum value table output from CA PWAP was also included because it shows the maximum force in each pile se gment defined in Figure F-1 below. Figure F-1 Pile divided into 1 foot long segments for CAPWAP software.

PAGE 142

126 Table F-1 CAPWAP output of final results for BN 116 of 183.

PAGE 143

127 Table F-2 CAPWAP output of extr eme values for BN 116 of 183.

PAGE 144

128 1718 1619 682 -300 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-2 CAPWAP output of force at three pile segments for BN 116 of 183. 424 423 -150 -170 -200 -100 0 100 200 300 400 500 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-3 Match quality of CAPWAP computed wave up a nd PDA measured wave up at the top of Pile #1 for BN 116 of 183. Seg. 1 Seg. 17 Seg. 27 CAPWAP PDA

PAGE 145

129 962 1780 1718 622 517 966 -300 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-4 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 116 of 183. 852 682 900 830 -6.0 173 -200 0 200 400 600 800 1000 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-5 BN 116 of Pile #1 Comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 146

130 Table F-3 CAPWAP output of final results for BN 117 of 183.

PAGE 147

131 Table F-4 CAPWAP output of extr eme values for BN 117 of 183.

PAGE 148

132 1672 1542 1121 85 738 305 716 685 374 -200 0 200 400 600 800 1000 1200 1400 1600 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-6 CAPWAP output of force at three pile segments for BN 117 of 183 300 304 -342 -325 -400 -300 -200 -100 0 100 200 300 400 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-7 Match quality of CAPWAP computed wave up a nd PDA measured wave up at the top of Pile #1 for BN 117 of 183. CAPWAP PDA Seg. 1 Seg. 17 Seg. 27

PAGE 149

133 305 717 1681 1672 416 685 -200 0 200 400 600 800 1000 1200 1400 1600 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-8 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 117 of 183. 1115 716 738 45 526 85 0 200 400 600 800 1000 1200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-9 Pile #1 BN 117 Comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CA PWAP PDA

PAGE 150

134 Table F-5 CAPWAP software output of final results for BN 154 of 183.

PAGE 151

135 Table F-6 CAPWAP software output of extreme values for BN 154 of 183.

PAGE 152

136 1511 162 1088 741 116 415 947 1105 1086 0 200 400 600 800 1000 1200 1400 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-10 CAPWAP output of force at three pile segments for BN 154 of 183. 274 253 -339 -331 -400 -300 -200 -100 0 100 200 300 400 500 600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-11 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 154 of 183. CAPWAP PDA Seg. 1 Seg. 20 Seg. 27

PAGE 153

137 116 274 1078 1463 1511 918 0 200 400 600 800 1000 1200 1400 1600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-12 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 154 of 183. 561 741 1086 1091 -9.8 415 -200 0 200 400 600 800 1000 1200 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-13 Pile #1 BN 154 comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 154

138 Table F-7 CAPWAP output of final results for BN 155 of 183.

PAGE 155

139 Table F-8 CAPWAP output of extr eme values for BN 155 of 183.

PAGE 156

140 459 1492 1448 1012 523 615 1090 1527 1353 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-14 CAPWAP output of force at three pile segments for BN 155 of 183. 274 259 -199 -183 478 447 -300 -150 0 150 300 450 600 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-15 Match quality of CAPWAP computed wave up and PDA measured wave up at the top of Pile #1 for BN 155 of 183. CAPWAP PDA Seg. 1 Seg. 20 Seg. 27

PAGE 157

141 1535 1492 523 561 1090 1067 0 300 600 900 1200 1500 1800 0.010.0150.020.0250.030.0350.040.0450.05 Time (sec)Force (kips) Figure F-16 Match quality of CAPWAP computed force and PDA measured force at the top of Pile #1 for BN 155 of 183. 1353 547 1059 1012 0 300 600 900 1200 1500 0.0100.0150.0200.0250.0300.0350.0400.0450.050 Time (sec)Force (kips) Figure F-17 Pile #1 BN 155 Comparison of PDA output and CAPWAP output at the lower gage location. CAPWAP PDA CAPWAP PDA

PAGE 158

142 LIST OF REFERENCES American Association of State Highway a nd Transportation Offici als [AASHTO] Load and Resistance Factor Desi gn Bridge Design Specificat ions. Washington, DC, Third Edition, 2004a. Section 10.7.3.4 Pile Re sistance Estimates Based on In-Situ Tests, Pp. 10-66 10-70. American Association of State Highway a nd Transportation Offici als [AASHTO] Load and Resistance Factor Desi gn Bridge Design Specificat ions. Washington, DC, Third Edition, 2004b. Section 5.4.2.4 M odulus of Elasticity, Pp. 5-16. American Concrete Institut e [ACI] 318-02, Building Code Requirements for Structural Concrete. Farmington Hills, Michigan. Section 12.9 Development of Prestressing Strands, Pp. 191-192. American Institute of Steel Construction [A ISC] Manual of Steel Construction, Load and Resistance Factor Design. Chicago, Illin ois, Third Edition, 2001. Table 2-1, Pp. 224. American Society for Testing and Materials [ASTM] (1994), Standard Specification for Corrugated Steel Pipe, Metallic Coated Se wers and Drains, Annual Book of ASTM Standards, A 760 94. West Conshohocken, Pennsylvania, Volume 1, Thirty First Edition, 1994. Britt, Cook, McVay, August 2003, Alternatives fo r Precast Pile Splices Report Part 1. University of Florida, Department of Ci vil and Coastal Engin eering, Gainesville, FL, FDOT Report No. BC354 RPWO #80 Part 1. Contech Products, http://www.contech-cpi.com/products/productGroups.asp?id=4 Corrugated metal drain pipe and pipe coating alternatives. Accessed May 2005 Goble Rauche Likins and Associates [G RL], Inc, February 2000, Preliminary Investigation of Existing Conditions Pile Driving and Dynamic Pile Testing Results at I-4 Over St. Johns Rive r Bridge. Orlando, Florida. Florida Department of Transportation [FDO T] Standard Specifications for Road and Bridge Construction, 2004a. Tallahass ee, FL. Section 455-5.11 Methods to Determine Pile Capacity, Pp. 15-17. Florida Department of Transportation [FDO T] Standard Specifications for Road and Bridge Construction, 2004b. Tallahassee, FL. Section 455-2.2.1 Modified Quick Test, Pp. 5.

PAGE 159

143 Florida Department of Transportation [F DOT] Structures Design Office, March 2005.2, English Standard Drawings, Notes and De tails for Square Prestressed Concrete Piles, Index No. 600, Square Prestressed Concrete Pile Splices, Index No. 601, 30 Square Prestressed Concre te Piles, Index No. 630. Hartt and Suarez, August 2004, Potential for Hydrogen Generation and Embrittlement of Prestressing Steel in Galvanized Pipe Vo ided Pile. Florida Atlantic University, Department of Ocean Engineering, Dani a, FL. F DOT Report No. FL/DOT/SMO 04-477. Issa, Moussa A., February 1999, Experimental Investigation of Pipe -Pile Splices For 30 Hollow Core Prestressed Concrete Piles. Structural Research Center, Tallahassee, FL. FDOT Report No. 98-8.

PAGE 160

144 BIOGRAPHICAL SKETCH Isaac W. Canner was born in West Palm Beach, Florida, on March 26, 1980. Isaac graduated with a Bachelor of Science in Civi l Engineering from the University of Florida in August of 2003. Isaac continued studying civil and structural engineering at the University of Florida in the fall semester of 2003 in pursuit of a Master of Engineering degree. Isaac worked as a graduate research assistant for Dr. Ronald A. Cook, and was a teacher’s assistant during the spring semester of 2005 for CGN 3421—Computer Methods in Civil Engineering. Upon his gr aduation with a Master of Engineering degree in August of 2005, he plans to pursue a career in the exciting and challenging field of structural engineering with the goal of becoming a licensed professional engineer.


xml version 1.0 encoding UTF-8
REPORT xmlns http:www.fcla.edudlsmddaitss xmlns:xsi http:www.w3.org2001XMLSchema-instance xsi:schemaLocation http:www.fcla.edudlsmddaitssdaitssReport.xsd
INGEST IEID E20101129_AAAAAW INGEST_TIME 2010-11-30T01:35:41Z PACKAGE UFE0011356_00001
AGREEMENT_INFO ACCOUNT UF PROJECT UFDC
FILES
FILE SIZE 73941 DFID F20101129_AAAQSL ORIGIN DEPOSITOR PATH canner_i_Page_108.jpg GLOBAL false PRESERVATION BIT MESSAGE_DIGEST ALGORITHM MD5
b04c55602560cc61b3829ea17a1681e4
SHA-1
3fec0dc338602c19fa659f5ddd281727f5f14a63
73904 F20101129_AAAQRW canner_i_Page_084.jpg
d7703c97b844fe9562e1e0bf74bfc662
9069fe6982d486cd3f9a37c8f36c4f4de175369b
29307 F20101129_AAAQSM canner_i_Page_109.jpg
7c32c03db79737f51052d84110219f3b
72e96ce07a0eb1bd68fedf33254ea35116e7a9b0
73729 F20101129_AAAQRX canner_i_Page_085.jpg
acfb58b6225c1057b966c2456651a3c3
23878134b907ab2b4d442767cf7affb2693a05a7
43751 F20101129_AAAQTA canner_i_Page_129.jpg
6fce54307f6d5f3a4e003fa3f69ed27a
fbee43723dc647a0a419ac55266bab22ddcab0cb
52412 F20101129_AAAQRY canner_i_Page_086.jpg
3554dd9f6e67264fce8e1a9945396650
0a4b7c5ce57d94d94fa7bf6e6d7d3e811680510f
57880 F20101129_AAAQTB canner_i_Page_130.jpg
62642b9abb18cffc34b466b005396801
123f7e6edb0f40c242cae122293bdce03cd09ce0
80542 F20101129_AAAQSN canner_i_Page_111.jpg
a0f36cc711c24012c1fdae3545865fbd
ddeba7adf9a18303034a7cb0b1c0466eb96c7ac5
67351 F20101129_AAAQRZ canner_i_Page_088.jpg
261e4332019c9514ceda4b9098bf14e7
f5fcc17a9be43b1d49d72f8beed5e19e8c94606c
42710 F20101129_AAAQTC canner_i_Page_132.jpg
23628962e252a66fd848da6f6f839d48
c79165f29f68f9f7f91d4b4dfa1801f43e23247f
35535 F20101129_AAAQSO canner_i_Page_112.jpg
bcd0048fe5ef842d616e5826ffbcb4d6
41156fa78c8ca61a6668df4418a78d87cca93ec5
58397 F20101129_AAAQTD canner_i_Page_134.jpg
1d7e7555a4b94fc215f0b89ef18a5395
ec7fd404739464a0803c2069c71938bc79be3e82
80482 F20101129_AAAQSP canner_i_Page_114.jpg
e3864adc241af1f316757a09af451d9c
d37ea977482eb74dda9782e275e8e8164cbaf2f4
49705 F20101129_AAAQTE canner_i_Page_135.jpg
2a55ebd75aefbcac5f5bdbc6d4e57000
18f74141271187745a9c58cec6b23847392ee428
31072 F20101129_AAAQSQ canner_i_Page_116.jpg
96d5fca8b6396f6611735dac60afa9cc
a8669a67590befd397952fb1b9204115c43f3599
45808 F20101129_AAAQTF canner_i_Page_140.jpg
dffb74825bd254898f5b947f8f9c8160
0a50a4f23c55bc58e583c3ea4b4f43913b632a67
41368 F20101129_AAAQSR canner_i_Page_117.jpg
5fa172d52ebcb10b5a3c57d796857637
c59f372eefe4f139c6f85aef93a83e2fb463ff6b
47094 F20101129_AAAQTG canner_i_Page_142.jpg
48088526b30a3f467df723160d8e8345
ce3cf0d8578a8126eb5ba095c7d2c0f21338f96d
31260 F20101129_AAAQSS canner_i_Page_118.jpg
4394cc507f8d73155d8b75d01905315b
e4c99e61a883bb387eab7a7ff313a70164796fe5
45522 F20101129_AAAQTH canner_i_Page_144.jpg
95f2f816610e60993508a1709e9b549d
f0dbe7f641682d0af1d0714314552d8dd4c9069e
47615 F20101129_AAAQST canner_i_Page_119.jpg
1ce9884acb2fecfbbb36da48124ae2f2
2684b04d47703cdaf197c363d4013bade948adfa
46431 F20101129_AAAQTI canner_i_Page_145.jpg
38386efdd8193a19455340dad99db141
a56b35825418bfea27742e8af140905bf8d43055
39272 F20101129_AAAQSU canner_i_Page_120.jpg
089fbbfe89f578291f3fda747106f5b9
e12eed099dd503688e36a7ba1ca0caa39836cfa0
48084 F20101129_AAAQTJ canner_i_Page_146.jpg
bf3645bd5bdb16e5c6746405a884ca88
e027344123cdb0441f476c282c192a94ede01ddf
44374 F20101129_AAAQSV canner_i_Page_123.jpg
3094875a476ab44609161b287e423738
7dc80caa8e289ca15f903fdee4e71820803f5c32
57692 F20101129_AAAQTK canner_i_Page_147.jpg
2f09a57ecb02ca8361613e64f43d0748
d647001993521788c3f0b1802a5570502d8c5abc
55049 F20101129_AAAQSW canner_i_Page_124.jpg
60f398ca70879c48c4fd2b76f6beaaf0
4ce209d349801684ca5dac5b692ae53ab6a6a06d
46370 F20101129_AAAQTL canner_i_Page_150.jpg
8cd2aeee4627d659c6e3327a30ce461d
d9545b61a010bdd1e21809fd22151e5b24eff308
48336 F20101129_AAAQSX canner_i_Page_125.jpg
952c363c0df2bd3cc33ac3f03553eb8e
a623487808b91c56307972d123326d018aada89e
1051976 F20101129_AAAQUA canner_i_Page_013.jp2
eb2c5e8952062e957fe7b38e35296689
98a4a06f86c93a5022eb9c0979d4a8c54a13add9
56681 F20101129_AAAQTM canner_i_Page_151.jpg
72d291116f47abaf7cc87a9b2ebc148a
224cf303718824b6c4ae1113c9985406d8b04e2b
44948 F20101129_AAAQSY canner_i_Page_127.jpg
a3c328d668b2486dd5838cf66f855d0b
0265bebb07c3c143ad5efcdfa6a16e2ce623a9e9
178529 F20101129_AAAQUB canner_i_Page_015.jp2
7af24b6d693131b65401543c294d4eec
b9fa6c84c1332376ec02410da7b824afb6d0b5da
52761 F20101129_AAAQTN canner_i_Page_152.jpg
f33911b2739dacd4fcccd1267c4c5692
0ff2da042c056f0cacc21338e3553df6a0daa49b
44987 F20101129_AAAQSZ canner_i_Page_128.jpg
ed29ada754e35e685e83794933b02c56
126c1c71200d0e2bdf4f3b7d70123dcfe0500ad5
105567 F20101129_AAAQUC canner_i_Page_019.jp2
f9a185ce76ecb2fad9328bfa6dde37a6
fefca424e4aec87618a685432b509379dde33e98
113656 F20101129_AAAQUD canner_i_Page_020.jp2
c736ace848b08c9cb0be4d52590fb5e5
7bbcf06f331abc577c7cab485623663881ceeaed
48891 F20101129_AAAQTO canner_i_Page_153.jpg
a29ea26e9e7610634589e659d8fccc1c
7419c3481a3054cff41bd5fc34750cf90ff10f15
1051927 F20101129_AAAQUE canner_i_Page_021.jp2
b4d52deb7803d60f66bd7abafdbf911f
65ba93866a395a5f8d187f3c79df9ae4d735e4e1
49259 F20101129_AAAQTP canner_i_Page_154.jpg
e985457c5a30e70fa82272f6050ef739
319728dc87e937000fb782e2009fdf8631a1f194
41991 F20101129_AAAQUF canner_i_Page_022.jp2
de54ff8f7ae18bb831bdb55a1548c37f
a4a2ff02078291edeefb0f37717de1e43f18e95f
89485 F20101129_AAAQTQ canner_i_Page_158.jpg
8e72cdd899a86d12a2e750cc2248d573
2a364bebaa3c9acb97e2b4be5d7aceb3f67782d3
858981 F20101129_AAAQUG canner_i_Page_023.jp2
0dd26ff15c55ee9b0d16c6ad4a3b0240
29b5c70945044fa1137497ca93ebe0e755e86b9a
33749 F20101129_AAAQTR canner_i_Page_159.jpg
0d60a80988f3a657c54a8dbf96cd883d
1013d05f3cbbfb1db720779561ea2937d2196a1b
1053954 F20101129_AAARAA canner_i_Page_109.tif
36238b75af5ba49159d288f6b1c3e83c
464c247848d20af3d30ed948f345d9c7cafd63ab
924448 F20101129_AAAQUH canner_i_Page_024.jp2
a5dfed2e456be855e5004e990309cb96
f0163eb1c51790e35b7d5007bbd9cd9d346d6d47
22795 F20101129_AAAQTS canner_i_Page_001.jp2
74159db151c92910fb149f9e575203d5
3d3abe3a6a432d885c14f4d51ec75f1e879c9a98
F20101129_AAARAB canner_i_Page_111.tif
d9b6ba6db1720b4f73ecd4a1cd9a3c1a
f7f7824d9b2f467f26e2b666f5e5f63c323d6b38
1051948 F20101129_AAAQUI canner_i_Page_026.jp2
6bef816b31c2ad89d9448002be8bd2b2
b90ae97e05a016e1d5725dbc496d7b644903637b
4514 F20101129_AAAQTT canner_i_Page_002.jp2
d28137a59ccdff7af8ada3fa91c6fd86
ae092699f901b500dc97fec7487eebebf77221c0
F20101129_AAARAC canner_i_Page_112.tif
bfb981ca8a70292b3335572abc1deeec
d13b08bbbe535b590fba22eade228e3f23025027
101929 F20101129_AAAQUJ canner_i_Page_027.jp2
f6761eb2499f8d68e61a0b6b2684db9f
40af6317786aacc15d57b4efbac8a61e4cc8cc5c
6587 F20101129_AAAQTU canner_i_Page_003.jp2
648c2baa4667708e38daffb5daca6e09
9efd037691f9f9aab1f9c9725f5ac10024481134
F20101129_AAARAD canner_i_Page_114.tif
39b74290b0fef1824ee9e92f985ccbd9
2b3b3ac1a7b7ba2066a1d09190b0fc7122dfca6c
105506 F20101129_AAAQUK canner_i_Page_030.jp2
9d40eaf6e09ff2f077134aea02a5a24d
61c756a746d32752065793362cf736bcdc768f8c
90521 F20101129_AAAQTV canner_i_Page_004.jp2
7bb7d7e05a3893a7b83a23aafaebeac6
7064ab3615cfe6fa3498e22f8fe8887037b05136
F20101129_AAARAE canner_i_Page_115.tif
e082715600295cd2c394f13e3ad8187b
77473855e21de9944d323a080dbbe350453c8c5a
984048 F20101129_AAAQUL canner_i_Page_032.jp2
47b58475b5e31eae4652445cf8874408
8e559c9bfd034659ede33fa6160fe6c8c4cdd9e3
344046 F20101129_AAAQTW canner_i_Page_008.jp2
238154681580e9a142ed936ea1b96b80
2fac05b5fbd582d5f5b584002a360d93badbf994
F20101129_AAARAF canner_i_Page_117.tif
191c29d84b629adba1e2c412d06d0579
de36da8ba23fc2134ded1e59c93a86bd533ce965
91162 F20101129_AAAQUM canner_i_Page_033.jp2
4fd3313c05093aa85388327f2ea0db68
741664ffa981bf7891b2c880eeb06a9d942eed9c
1051973 F20101129_AAAQTX canner_i_Page_009.jp2
9a7b1975a8bb83f10c6432da58f36b4d
aeeb5a512942b47efc95c7ee0600e93b651cd304
F20101129_AAARAG canner_i_Page_118.tif
4948181c25c0c10aeae9092f5fd27293
450c389429d0951e7bc29085aa17cf806b926315
1051957 F20101129_AAAQVA canner_i_Page_051.jp2
905d7664eb7db59928e1f1fb61c2ce55
cc92c5b18035f3a7a82ad180266ebabef189cc1e
100488 F20101129_AAAQUN canner_i_Page_034.jp2
a8e5011c00637b1f2b86663c5a6309ce
09811cf39df36cc24f4b4c4abb62b42eea536790
1051978 F20101129_AAAQTY canner_i_Page_011.jp2
6ee44fc8d5d3308403dde4caf633c4dc
834cc63cc0f1fb90e2bcb47dfd6ac42026e691f6
F20101129_AAARAH canner_i_Page_121.tif
07dd9bb4b5145a642e8bff5efffea71b
0325a70eb0720ccbc78283766b84476fc6aeb6a9
1051879 F20101129_AAAQVB canner_i_Page_052.jp2
1e03dc60968c19dfa526bdd7d5e0fcec
7410244d6088db54b7ba6dde4f1a7c1bd23c1fbf
60205 F20101129_AAAQUO canner_i_Page_035.jp2
4d2e66ba1c416f3ac54bd880bd4e123f
22d22511b28bf10c7a4ccb4cc056f9c9db193a5b
1051983 F20101129_AAAQTZ canner_i_Page_012.jp2
cc23f2cb4f92c7b05b15b5b096b714f3
aee9aa20fbe5cc9f113aaef292ab218d613b5577
25271604 F20101129_AAARAI canner_i_Page_124.tif
cedd0af482a460205c1fe38763793148
e65fed6f73d54d0fc4ed984bae818fca3098a9a4
1051966 F20101129_AAAQVC canner_i_Page_054.jp2
b94e3974dd51818cb7ec5bea5d7c5348
36081c443994b3ae2711489c3a19d794ecc05591
F20101129_AAARAJ canner_i_Page_125.tif
426e6a8509d26424fa240c55c9b36d5b
d2f8fcebfa4a3e5029663e87ddd4ec1cb6db9681
63682 F20101129_AAAQVD canner_i_Page_057.jp2
618ca0d825d5f17d051e7dc28b670955
fdca1ff701660a02ae2eccaa1a1f96f5c83100e2
109455 F20101129_AAAQUP canner_i_Page_036.jp2
d8f3fae6d6d66e82aa681aeb52606c0b
1e32e5c60879a0cfc068a5f3a8ab5b3bf9ebe1df
F20101129_AAARAK canner_i_Page_126.tif
dacf9a2dbf32b66dc6f0dcc5746bd3a5
f7c5bb6866d538d1900236a48ca49e5c32152b13
98248 F20101129_AAAQVE canner_i_Page_058.jp2
ccaaeae941330fe7757458ac4ff9fa2a
b2ea06254b6d1f27416e2accc4cf03e052ec36d8
51359 F20101129_AAAQUQ canner_i_Page_038.jp2
12fb4790a5152970dada6debbf10cbb1
203dec317b5b758118a6e263551c0df6fe14026b
8423998 F20101129_AAARAL canner_i_Page_127.tif
d7f09b6298b7d616449b5ffb0b121286
bc5cbe441cbc7ad865b88205f446d8d5a6b1a893
115917 F20101129_AAAQVF canner_i_Page_059.jp2
c51f594460cde2f5f7d2d85bf94c24e5
275da684e36212348c4e87ef6a0e7e4a7f638644
88455 F20101129_AAAQUR canner_i_Page_039.jp2
5eef81ff656d6f0e769b6ee090efb638
bfb446c10db8c0d6b2872f898510208c3c55b8b0
F20101129_AAARBA canner_i_Page_151.tif
ab4f08b74256ecbdfcb889d61d065b59
96a35618744ff8c08ac380599e7c59da0f8492b3
F20101129_AAARAM canner_i_Page_128.tif
26affd498cee46c4ec18f61e0730b48b
60a6b86efcbc94fe5213a1ef98739f858e41b77b
91731 F20101129_AAAQVG canner_i_Page_062.jp2
0c0f920279ad30aabac1e1bd325b3564
9a42ad1274c3e24acf545c74e81cedcd58084301
104328 F20101129_AAAQUS canner_i_Page_040.jp2
c207d4cbc7b796ceb0043aa91fd15b93
b66616bff9fe1c333855ba8fb463a12d48d37b73
F20101129_AAARBB canner_i_Page_154.tif
8505bffe6b9e569a4047ebf49b7aaaa3
039f0789a823c1d25c15d472d21051345b111aa6
F20101129_AAARAN canner_i_Page_129.tif
c7c83b7eb573886b3c82ca3c78100834
999884d2d7cfecc626e9e916427ecedc543f16bf
571841 F20101129_AAAQVH canner_i_Page_063.jp2
3999664f69c3352becd267074b6d700f
dcf1fd7e64a9ed7dbe0b037cee34b02e7591ffd0
98711 F20101129_AAAQUT canner_i_Page_041.jp2
9734ef0025fa876b8356a9be92cf8226
49dd872b5a305fb513d47ae8ad0fe0aca0bd5105
F20101129_AAARBC canner_i_Page_155.tif
609473c88546c6e0bdd9e603ba4ee220
abfb5ed62eff9598489c78bc3c365fcded0a1341
F20101129_AAARAO canner_i_Page_131.tif
5d149f8811b73ba9be698dfab4291b98
b082ce85d335b7d870205ea0f984dbc0137faeec
89382 F20101129_AAAQVI canner_i_Page_064.jp2
663a0d07fa95a9d28f61486781970976
3ead387ec967324e0e78bea7e61a03048af2d8cc
97797 F20101129_AAAQUU canner_i_Page_043.jp2
c50a3ecaad861debeb8b9b2d83586eff
402df2847c9b993baf25031a4a132e225b3927c2
F20101129_AAARBD canner_i_Page_156.tif
4970d52542357fc56914fde25ce21514
4fa2bed08ca567c552bef75c3ea0c34cf7ed1bba
F20101129_AAARAP canner_i_Page_132.tif
97564b4a9a29b47d84915f334f74bb6e
9c3e572f622e991071a57521da4d167cf029073f
96999 F20101129_AAAQVJ canner_i_Page_067.jp2
99942dd59af36ace60abb000da1d7ca6
c49d1eb524fb50d625f72e75ac9697e19c4002c7
89513 F20101129_AAAQUV canner_i_Page_045.jp2
4718c50aa7d0d34c29fbf0a82424e3ca
1f9c76453d4b3f99fa4a9a6bc05403bd0320bb76
F20101129_AAARBE canner_i_Page_157.tif
340e09406dcc87a1f9c0c89e6e31e0c8
f1ca757e94cd2ffd358034aa8a3e884c476dfe85
F20101129_AAARAQ canner_i_Page_135.tif
1ce14ce8478f7d0b0247481ed742e7e0
0951fabea23e1c6423306a7db5333a3ee1f36e27
82075 F20101129_AAAQVK canner_i_Page_070.jp2
8f1e00890b1c28f8737dbc2900108160
fa1059e3c1cbd9caea24a15584c9fe8d8b0c46ea
F20101129_AAAQUW canner_i_Page_046.jp2
bd23c57596727ac8cec5328967ef4c6c
ba8ae720b2ed149e35ca9b44dfaf190459dd0074
F20101129_AAARBF canner_i_Page_158.tif
b9a55338b33d3cf498502ae45c456984
212f12efc9f1c3c28f2d899351fc69e24f781f88
F20101129_AAARAR canner_i_Page_136.tif
7b0e31d82c70d0f16af791275ce15089
27a50964e459c9dd05590922b6ea14c3f121f244
110017 F20101129_AAAQVL canner_i_Page_071.jp2
daea4e32ef2366692f5c0b71b4a5ff04
457ee2d261a15575a41412d7c96781dd473bef7e
103085 F20101129_AAAQUX canner_i_Page_047.jp2
7072cbe3e4c376db37493aa001ecb85a
bdb4aae4a47c4743a61658e2960fae6c702db187
F20101129_AAARBG canner_i_Page_159.tif
632e510a2971ffb3964961a90ee08bb8
4647c1b1fcb1edf8887524c1fdabdb814122d64c
995114 F20101129_AAAQWA canner_i_Page_103.jp2
68f6e9ac18667e43c02cb7e83af9ed47
64e533e231ff09542066ab71e13cf66777c08b7d
F20101129_AAARAS canner_i_Page_137.tif
3d5e18780675dcf5e239b36f56dc7742
f7f83fc29517ba2f08409e640c06824d5839335f
919909 F20101129_AAAQVM canner_i_Page_072.jp2
cef8cb43d6c42b08de6fb9f9f1e174a0
2fbf07b42ebdcbf5cfe6124e52bdd92cc9bf9f95
852682 F20101129_AAAQUY canner_i_Page_048.jp2
62d9336683c37ce293725a58239fbb1b
3a4c551c0c2cf8b268e5af87a84b2f6ad9d38d6e
F20101129_AAARBH canner_i_Page_160.tif
1187c41d8692488932a7dc1b49e71743
68470355c03d88613ec8558e4843d006d0c9bb1a
1051934 F20101129_AAAQWB canner_i_Page_104.jp2
77a479d10245efd2daab01516d681ca0
f0db6a9671a0c7c843146b5ae516c2e9a4ea8c9f
F20101129_AAARAT canner_i_Page_139.tif
f3db615df39da60f64ce623f8509d493
820ad3207de27c0f23cc0d419286889e8c294b42
878053 F20101129_AAAQVN canner_i_Page_075.jp2
62d2ffc83eca05f117bd830ad0cf8582
8492744bb1f90c40c9a9c82618edaa74515327b5
77284 F20101129_AAAQUZ canner_i_Page_049.jp2
4b3f3719820ef229dc1436ebd24b21ad
5e61b08187882d23341ff1d3d19ccc51c0180a47
5415279 F20101129_AAARBI canner_i.pdf
b1e0378f5aeb9aba3d493948185c19ae
75b34c88a24915c1c0bb82e33da2997d1c1e23af
610080 F20101129_AAAQWC canner_i_Page_105.jp2
9c32a16dafe8e3978b038f3aedd9f6aa
3edfadd985e82c01cf8d3a3a77b7f337342987b5
F20101129_AAARAU canner_i_Page_142.tif
b9873bdb6d24bada4d45e0bcf866920d
cf10d4991a97a85d037c75ca00f0c815f6c4fc99
102414 F20101129_AAAQVO canner_i_Page_076.jp2
621cc6ba950a0bbf17d10d83336ac2ba
7d6e0f34aa61745c77c48646429af1dcd03d0bf1
3116 F20101129_AAARBJ canner_i_Page_002.QC.jpg
b9585acd975a92f3abef843af6af44c3
be54551b5d32a77ca03731af8f8a0d595e012bf6
122545 F20101129_AAAQWD canner_i_Page_107.jp2
2f96336ebb04f94442d339f6eb0bbcb8
98bcee498584b3d2218767cbdd5ff4ac9ec2b1fb
F20101129_AAARAV canner_i_Page_145.tif
a752a2e7fa3f237a11410a6352750229
235eb134e333af9fd79ff60b26d0cd91408cf55b
767590 F20101129_AAAQVP canner_i_Page_080.jp2
675e13ea987369cc6a0cebe5a4204ad9
f522662cd79195e2d43b24da7933d36eef6fa2f1
1322 F20101129_AAARBK canner_i_Page_002thm.jpg
822f1c3bbd46f2cb46c61152c074a5b8
5fc0dea47119d0f465c3589b0ff732628e20a4e0
126220 F20101129_AAAQWE canner_i_Page_108.jp2
e5398eebf19940e8ba0e8c81725a83b5
d40c54823aeda5e304af6f1fe9ca7e0803681638
F20101129_AAARAW canner_i_Page_147.tif
facc4ddb81de1258cceca8665dec80d9
eedfb00d1e452e363074d1b78a7c08aae1105c7b
1382 F20101129_AAARBL canner_i_Page_003thm.jpg
7abe0e31ba9104e707d9b4b257bd7e1c
7168240a7ac3aaa487b9db34beaac63297122257
130346 F20101129_AAAQWF canner_i_Page_110.jp2
ee4a61ca0d3ec61093257b33e9d5684b
999ef5b6dbca41b5ce12871e2eb01119e74df64d
F20101129_AAARAX canner_i_Page_148.tif
322b946950dfb91bb5d79ad88bc6b18c
39ec5ed01003d4a1da89496ef71af57b47d7e2aa
783128 F20101129_AAAQVQ canner_i_Page_082.jp2
e58bcb6f3e9b261dbfd85d8073c19150
8822ec861cb3d394c3928f73192b2b89fcfbb4d0
5897 F20101129_AAARBM canner_i_Page_004thm.jpg
9def10c04572c895d5e9b81d9ddf1816
4f9f874d2b9f232a08339010ac65708eff915fc1
136576 F20101129_AAAQWG canner_i_Page_114.jp2
176afffe1ccb3961efebff29a0807974
3098a3c8702c0812544534e90788433afcb1fe1b
F20101129_AAARAY canner_i_Page_149.tif
714fae86c658b84419e41f45e5499e13
d1ec3ae6adb68542ce1bbd621b1f14a2f47f9ab2
77079 F20101129_AAAQVR canner_i_Page_086.jp2
87e946d7fcbc4f12b9b2c05512e21bd6
365eab5aff5262bb64bb17173c53425a45beac7b
4807 F20101129_AAARCA canner_i_Page_016thm.jpg
e3d6c197780a2cd9171e791f96b3fb30
9b50e949849dd49dd5ae96d7e7eb30bc06e2c990
5686 F20101129_AAARBN canner_i_Page_005.QC.jpg
50a6cd2fc890db7dbc9f6d17949ae876
2d7f973c606d07278b6d2a907a5a3eecc1c286fc
42643 F20101129_AAAQWH canner_i_Page_116.jp2
10c75fa5fda4bfb424e675cb8663a5f8
098360565dc0aae580e6801b1b3260ee4881cad5
F20101129_AAARAZ canner_i_Page_150.tif
6fbe2469a778b4f425a586b2b3a90a8f
23b4cd060502e13e80452d66a34f2e5e34526cee
101494 F20101129_AAAQVS canner_i_Page_088.jp2
84ba800f1776e037aa937700ee818a76
616bb3b256e7b870c9b5f127e1660750a1e80782
5630 F20101129_AAARCB canner_i_Page_017thm.jpg
6cf7c19390687bb0389672f1808dec96
f801ea3ee44d5924674da271e0ccd417950298c4
17838 F20101129_AAARBO canner_i_Page_006.QC.jpg
ce15f4462e71fb240eed5314baf60c36
b54ef81a0ef63701cb7f9b5cdaa7bd5012950bf7
56086 F20101129_AAAQWI canner_i_Page_117.jp2
1688534127f904e6b6cf49d773cd5f1a
901a943d300ee57d2a845752916a389db26935d4
418806 F20101129_AAAQVT canner_i_Page_091.jp2
442cc7bc383d4ed3627caa7364bb5972
4695e7620cb35ce65d5ea1429c244a69903bb104
23616 F20101129_AAARCC canner_i_Page_018.QC.jpg
f088219c05247ec494315da80e897c05
27c8d5d8f41c1f277e72a5ec4e630e1cca7261ae
4760 F20101129_AAARBP canner_i_Page_006thm.jpg
d2f0f81423fef0c92a8455c00a7468d2
ae0961b9a7994b4561c2d196836ee6d7440d7ecb
39876 F20101129_AAAQWJ canner_i_Page_118.jp2
1e7983b28dac0730c52a5e29af46f26b
1b71b355457be78eb5d0e14179bfc5306157dde2
49876 F20101129_AAAQVU canner_i_Page_092.jp2
55bfba8439d932b5ceac119cb7d1fe66
6917dd235c22c7083da01b0e2fc2ed2b75141219
23316 F20101129_AAARCD canner_i_Page_019.QC.jpg
4bdbd92681dd71aff2aa5e7a0a75df68
63c90f6a4db07d22ee9ab74a065b6c777ddf2355
26311 F20101129_AAARBQ canner_i_Page_007.QC.jpg
41a654ac0df27c4b4b8558748f24dc4a
e82e278568e4a22b50d5b4e0ac30ee88912cacb6
66605 F20101129_AAAQWK canner_i_Page_119.jp2
be0283eaf56dcd4334cb4f792ef6a46c
303b142ad51dda21ca5a73ce5e24fe9d3131e40d
1013353 F20101129_AAAQVV canner_i_Page_096.jp2
e88effc14a0d64ef6f045709bcc6a02b
dd66290f320aa51d850faf126e002fda58e8ad2c
6483 F20101129_AAARCE canner_i_Page_019thm.jpg
9ca0b0529f818860d6cb4aeb396b671e
3c0f8b7f19e23fa3af788fcab3e0b36606bc5f72
5963 F20101129_AAARBR canner_i_Page_008.QC.jpg
9835066ca2d552f1648e8458e701d4ab
8eaa233883674d1a744a19eb5ee0264fea6ee5f0
53001 F20101129_AAAQWL canner_i_Page_120.jp2
623c8cabcd693aaa085adf1da7f9e338
b9136a3717a63644dd46f8015d7575b142668200
F20101129_AAAQVW canner_i_Page_098.jp2
d56a560009ccbc37c2e8a54809a9a97f
712c5393f8e03c168c7abce305f8120f8353c0a9
24689 F20101129_AAARCF canner_i_Page_020.QC.jpg
1676a1161d8b4d9d8d4fb6069d7dd1d7
5ce87d62bb3e630b053097a3221c38546379de70
553869 F20101129_AAAQXA canner_i_Page_144.jp2
e489b6ad69b42a2f22635b89b2e3631a
bd66e174417a796c57caf1055d638ed61dfd9d2e
22536 F20101129_AAARBS canner_i_Page_009.QC.jpg
f0758ddaadf8b8f25ed04da5c462ccb6
3d202ae663e72c83ffaf2f9c27ed24ae0a8fd21c
35002 F20101129_AAAQWM canner_i_Page_121.jp2
cd8b78b3aebd219f900b36f1fa82c69b
72e1549df190e99b67aac5bd2be93a7eb60a6121
957399 F20101129_AAAQVX canner_i_Page_100.jp2
025831dfbbe059c88c20634e8dff2256
e06366f2c6a27cbbec0fa32bc0c3c3604155cc46
6602 F20101129_AAARCG canner_i_Page_020thm.jpg
46a69ea80836b5d0219ab967a71c3f1b
82c39e0b79703315753c3739713ee0e9018f034a
675467 F20101129_AAAQXB canner_i_Page_147.jp2
f5156a10498bcf79c6032053a484d819
bf5e09c2eb780fa39fa5bcb73d0dd1f18bd6b920
5072 F20101129_AAARBT canner_i_Page_010thm.jpg
2b1453fb97e20dcfcfb88fe0394f4638
72a450e83a02f289ce580c4723487f1275f7ad9d
60799 F20101129_AAAQWN canner_i_Page_123.jp2
06952f6c21e0f6055454158a169c4a82
8c7d81d17eabd979acbecaac90c2a315b4067ee1
585402 F20101129_AAAQVY canner_i_Page_101.jp2
c9b9bf84e9da0301d4e9a0f779c4e841
8a37349c7315bc4848377df04aa655411d28f894
9897 F20101129_AAARCH canner_i_Page_022.QC.jpg
3fe87e8f5b57813299240bdcbca605e9
958d82d8bf066f8df3e4aa27d5ae460fb881cf27
577844 F20101129_AAAQXC canner_i_Page_148.jp2
5b2039e7745b6d40bcaeb6f9129d07f8
148ed236058b8436d85d1a60cc6414bba08fbc6b
27392 F20101129_AAARBU canner_i_Page_012.QC.jpg
a1d46304d187ede99332f3bb22d05b9e
b7d31ff90d35389725e7b663910d8f19a19baada
695315 F20101129_AAAQWO canner_i_Page_126.jp2
9e32cb981686aaf717b74d872fe3ee81
0aaeb971fa988650e9637d0ad78c4ee00da8beec
106237 F20101129_AAAQVZ canner_i_Page_102.jp2
b23c69f0dc5fe7f513f8ad3b08d66daf
ec7bb774a3e74b9cc3e5add08f9cb647217a23e1
3165 F20101129_AAARCI canner_i_Page_022thm.jpg
f24f6445879f10f06813ccc864224750
4ec2b4e3ff57893c297f09fdfe57f309fbb5b4ce
555479 F20101129_AAAQXD canner_i_Page_150.jp2
93a71201a260bbe3771b07260690234d
d8ba931509c6e2b71f26f576b1b9d902050d1271
7088 F20101129_AAARBV canner_i_Page_013thm.jpg
ee53e303f4cca32dd7e2ce6a8e20878a
fed7e65d9d2306606a44b9a6077d0bc5fa81a35e
536194 F20101129_AAAQWP canner_i_Page_128.jp2
0ff912e8cf1b8d502c3980f54e6d39f5
56cbf591cc44e3f356e9317ad017beb6e3c9aa1e
21423 F20101129_AAARCJ canner_i_Page_023.QC.jpg
9cb407c63c78e7ad6d920fa8742be887
fa9f387f0ed7bf86c890a69ea841ffb978d8c252
606934 F20101129_AAAQXE canner_i_Page_154.jp2
7718d2a69719ddf54da21b4c6a20b596
678d25747e2ed1ea533af8e430466a38577c2d90
28028 F20101129_AAARBW canner_i_Page_014.QC.jpg
73f7b2c1bbf80cd9285871f2362b2adf
827cd59f621952166486711d536617fa5fe07f29
676605 F20101129_AAAQWQ canner_i_Page_130.jp2
a43d3e2d415ac53bf2aede4f34fd8d9d
002c6c57aff42a5748dc33c0991f0d0e6b11a543
23343 F20101129_AAARCK canner_i_Page_024.QC.jpg
29e63a86a0bc419dd8c7f5d45db2b26d
00fa2b15037c8b52ae3c77b4267caa132c26d2db
659218 F20101129_AAAQXF canner_i_Page_155.jp2
b24593ca86959a2d1d5b20505bac44ab
0178b2cfca6f8af89db7744440d0fb5ee0f83f80
4401 F20101129_AAARBX canner_i_Page_015.QC.jpg
0e4370c0fd6873b0eaa94411c4d6605b
6b2fd494609986899c8501a1ff6798f7bfe2b304
6488 F20101129_AAARCL canner_i_Page_024thm.jpg
6b9c2b5033e84f5595258943a583e0ac
1a9db57a019e157d29f48b71ec08e26e6af80d48
533623 F20101129_AAAQXG canner_i_Page_157.jp2
a334e83151d3f4489751fe576df09593
b048126dc4dcdc5ac84a222e5fbf0589f10994cc
1596 F20101129_AAARBY canner_i_Page_015thm.jpg
3ec4426e679c2273aa3506c5f8284cb8
cc6594e309225dae5b361624ad30aa78ef5a7fdc
544562 F20101129_AAAQWR canner_i_Page_131.jp2
ff779f93937c2537a3d55acdad028e78
484e0acfcf287420f45730c7b1dc8a6f86522531
5906 F20101129_AAARDA canner_i_Page_033thm.jpg
ba30ea479171420ef3c6b500841485fd
a8c8498d07bc5fe3718130599d216e2c190cc7b4
22113 F20101129_AAARCM canner_i_Page_025.QC.jpg
d4c979dfeeb084857aeb8f7e5376c777
5f33a4d3e10dd5728ff77935c4acad0ee042eb1a
49137 F20101129_AAAQXH canner_i_Page_160.jp2
c00e03e6ac6a5faf79df410337c29681
6c1694399a34c6bb1570f446b640703fe9162c73
17351 F20101129_AAARBZ canner_i_Page_016.QC.jpg
06f1c89dc62d74b5601bd82d7f55990a
a70c060d11e903df2ed3f528604e089a45ac981e
557613 F20101129_AAAQWS canner_i_Page_132.jp2
3a33413829586ee617085df0223b781a
421b4c06e81d7d348e4c1e17951164acaedc122d
21937 F20101129_AAARDB canner_i_Page_034.QC.jpg
6ba618b1c7ed30649b5fbac830b19b25
14dd34618b507ad1c047ed808ac9672d4610b378
17220 F20101129_AAARCN canner_i_Page_026.QC.jpg
412e3d92871db68f8f01d90f9957e85f
38748d4dc9729c557f4afec846729d2c97e61002
F20101129_AAAQXI canner_i_Page_002.tif
4c1bcd922305de28ffb87bf999ce0fdf
d870d269d14c4d0eeb355d958ccd702ebf7daf46
696964 F20101129_AAAQWT canner_i_Page_134.jp2
cd4237d0c464299265e94c4bda5f76da
c7da3ae1192ad73d9f5ff0226749aa945ca9b419
6083 F20101129_AAARDC canner_i_Page_034thm.jpg
1b2955432f942d24d364217da345965c
6f2637248b64116da0728709c59d01d5e11ac8f1
5222 F20101129_AAARCO canner_i_Page_026thm.jpg
c5a34abec5b49a6cd1c0138f26f32d95
fe52201174106629f28c009b20133796dbd0355f
F20101129_AAAQXJ canner_i_Page_003.tif
1cc95c9df96f963d4ca528e1baaaca1e
a490cb6d398749069af220dec8354f0b74eb8507
574527 F20101129_AAAQWU canner_i_Page_135.jp2
fec4807a6cf0001617354cc453bbeb6c
5c7053c213942f7f297aa334690ab4ef4c68700f
17970 F20101129_AAARDD canner_i_Page_035.QC.jpg
353f2931f28856289fa4137ec46181ce
606a17d04d83482c6f37c2b4494f6ce621ae6c70
6332 F20101129_AAARCP canner_i_Page_027thm.jpg
390e8c4ace9f4c8755a96824a611c337
805fa52b66f3653611452783814e824904800c19
F20101129_AAAQXK canner_i_Page_004.tif
65a5b8fe3f2d5e7507ba97699835d5fe
b896e715ea1f6f6ac67cd0089f9568a3cee2c223
567343 F20101129_AAAQWV canner_i_Page_137.jp2
92daf95fd118629499f0695b7499ce1b
1fe83ffd986b6b1e69d3a7e3d04540f1bba47795
24043 F20101129_AAARDE canner_i_Page_036.QC.jpg
27a41ff45cbb3f1e6b26c6bcca5dd1b1
c180ea5630da510bee4bff916f527b73001f10de
21326 F20101129_AAARCQ canner_i_Page_028.QC.jpg
56ecf919ebbef61e5cca44d4bdfe9caf
58b84480a6782fba2079b7f1e8523fa8d42402e0
F20101129_AAAQXL canner_i_Page_006.tif
9f5175e1aec21ef9f39bfe787aad2065
85a1fff3bf83d123c546cf1914df90ec238a00fb
702542 F20101129_AAAQWW canner_i_Page_138.jp2
f0f24938d0ecb6af6d40b1511c030d2e
6d8de48a4dd3f9c27be56d31b381d96bac705b0d
6589 F20101129_AAARDF canner_i_Page_036thm.jpg
69a0b59ec3fbf640b2b26fd4dc7218a2
fdeda73ae68cd3bf54a2b197d7e30460a8b9b16e
6098 F20101129_AAARCR canner_i_Page_028thm.jpg
98d100d6b5a6742df7033c3caff47135
77e66259c174281347811219b1caa2dd5072ba48
F20101129_AAAQXM canner_i_Page_008.tif
da62a658b7495dd6240194499084428f
4d06800059406ff84d304edba3832ad6080f5e46
569673 F20101129_AAAQWX canner_i_Page_139.jp2
3b7037d103f745e74a071e358ca54601
23ae47051740d4283cd8c754b69ac893ad87e602
6395 F20101129_AAARDG canner_i_Page_037thm.jpg
77920d878f735bc273b6267f8f68ba35
5281f9cdd2c8a22afa603eb691dc238094cf4985
F20101129_AAAQYA canner_i_Page_031.tif
1b5452b2160ffa8e87faab5cccb2f6bf
819f89f356a4af065e4fdca8dc0fb1082242c243
19415 F20101129_AAARCS canner_i_Page_029.QC.jpg
755346b05f19a9088d08c9637984f421
8d947a6cc4e7d25899ca71d00be315dd3eed257c
F20101129_AAAQXN canner_i_Page_009.tif
0845b7b5fb16b74f71b7f5d3884eece3
42a47744a3935bf1871c36f5328d3ca0387b29c5
535275 F20101129_AAAQWY canner_i_Page_140.jp2
460df6ceffc3194a5e1d783ba2da9513
e41b9052593089a692d7c2255eeb5cf6e41eb82e
15397 F20101129_AAARDH canner_i_Page_038.QC.jpg
01387e14471f2187f3121537f816f4a8
9e90cedb12ce81ac66697bf9b85e3b955cee0674
F20101129_AAAQYB canner_i_Page_032.tif
264068c68c5c2ef0f4be7540d5e15c6c
a636f824b39d4da20794ebd9203945d023fb2e86
5303 F20101129_AAARCT canner_i_Page_029thm.jpg
62d3c6223461a8c55e37755abeae0e85
16dc7e5840ddad10f3065a13dd1cf807c457831d
F20101129_AAAQXO canner_i_Page_011.tif
501b528bf206004ff6f74c97106df7b4
cb49715ee30c19a01a2b5e46983968369ea70a9d
676932 F20101129_AAAQWZ canner_i_Page_143.jp2
d2f96761eeb35f95b41ee42889a1ff9e
b880af7f48fbef257394efd3ba880cee17a7a645
21369 F20101129_AAARDI canner_i_Page_039.QC.jpg
9214653a822445c1af4f494bf400f5fd
61221225f421031cf06b411574cac52b1479d0e8
F20101129_AAAQYC canner_i_Page_033.tif
df5a46c929516e0c4ca81c49cd6e1e4d
5fa188ad40f1d75472bb613dde8752847c770b10
22909 F20101129_AAARCU canner_i_Page_030.QC.jpg
20733861981d43f391ef9adb1faea0bc
cde9af22c8f77b649e67155b59fe838eb2c2f7e1
F20101129_AAAQXP canner_i_Page_012.tif
0ac46c2df1a42b323a877059e3693900
5ae5cc16c347797aa403c7170cf2ef5d74e7bc14
5631 F20101129_AAARDJ canner_i_Page_039thm.jpg
fc261eac2bc693ed48e315fe217c3a5b
9162118c490baea6c21390a9160f7b9637c4e3b3
F20101129_AAAQYD canner_i_Page_035.tif
f1a1a7c6c076421f8c6e6b7cfa7f810f
744f7940d6dd536ac0d06d3e969ac8ba4e2fee2f
6305 F20101129_AAARCV canner_i_Page_030thm.jpg
dca5be1bc13a8e3b5218a614f8295cfa
8d17e9267bc9eb58805798522ef7493426c610fa
F20101129_AAAQXQ canner_i_Page_014.tif
954f68be248f65798d1a491f3dd6bf11
b0d851aed7c493e3b1697f0d322037841cd2c082
22623 F20101129_AAARDK canner_i_Page_040.QC.jpg
15ab414c89c1887244aef32c58cce48b
96afb6c66a67460aa738008b2e0405a5f97f9e18
F20101129_AAAQYE canner_i_Page_037.tif
b7696845aa6513d2a6ec8e48cee5fbbc
9f7b4abe46e87706bb7da35261a197d5b0840a22
24079 F20101129_AAARCW canner_i_Page_031.QC.jpg
d197611289c0aaa1f459a18375a28e72
6da6d67359bb4cea79da50b4b05b2e93f731801e
F20101129_AAAQXR canner_i_Page_019.tif
21b83fda34908ced7e4fe8fccd4f4937
bacbc8db5a4490200e5f796e92596d5796eedf7d
26118 F20101129_AAARDL canner_i_Page_041.QC.jpg
fb51adff208d94645b9993189075861c
06a521632482001ab236a1d3bde946b2efd1a5d4
F20101129_AAAQYF canner_i_Page_038.tif
fcac843afb6684c4f1f4852b30ad1d9c
95790b811c5c9c6dd8f101c5eb9d3c66792a9689
6985 F20101129_AAARCX canner_i_Page_031thm.jpg
fad5fceb963e73e08de59bf584cb39f3
b669faf973d05470e4378a58e66b6babb382f235
5424 F20101129_AAAREA canner_i_Page_051thm.jpg
102caf7e5b7c8196da52612fdaa100e1
95d3941a8a837fddc9d3b2cfcfcb41a68286fc2e
21566 F20101129_AAARDM canner_i_Page_042.QC.jpg
63e93fabfd97f27940deb907a31a7b56
9ae1ec4e1512a281404e196ea6429ca297d45426
F20101129_AAAQYG canner_i_Page_040.tif
bdff22e04d00e486b1227465195d9a2b
192c4c1c4e032905c912ec79313f45620a5c1580
12118 F20101129_AAARCY canner_i_Page_032.QC.jpg
be8db2c262aca7c957fcaa49c1f8b009
7bf240f42ab4b102ac3a25d8511af1afedd8d2d4
F20101129_AAAQXS canner_i_Page_020.tif
285b7b8b68f20da3200281ba69bf4119
843ec5c5edc50ec11b12d62663161230ec1ae221
21889 F20101129_AAAREB canner_i_Page_052.QC.jpg
709d246d3a24f5ea1bddf178599d9c4e
bb489dd145731e3fd456500d91d1c47cd98936c0
5961 F20101129_AAARDN canner_i_Page_042thm.jpg
79e18113a90ced109edd85a2ea743044
c5d5c09b917b884c0c95264dd9e67bbcd2d89f40
F20101129_AAAQYH canner_i_Page_041.tif
90df5f0886f608a348069f83bf0b8293
1eaaad871efaa4627492b38e79b85d579c50075c
20908 F20101129_AAARCZ canner_i_Page_033.QC.jpg
6faf98ec56a6930c942c0b71a69fc1b7
74e8129e083893b2eca98e260ee64501e14acf49
F20101129_AAAQXT canner_i_Page_021.tif
e561f7800be40917e518b468998c3e03
9b780bf32ea1a748f1f09a86740ed88e0e431b12
6366 F20101129_AAAREC canner_i_Page_052thm.jpg
110e1ff623d569bbb221be4f10302926
041127be03226a3ec0c7ef9fd67db94c0c92b082
6100 F20101129_AAARDO canner_i_Page_043thm.jpg
f49cc4178752a3db3d64e51da8c7f4bf
86db9d837d24182d6d48d9b6ef12709837295de2
F20101129_AAAQYI canner_i_Page_042.tif
ac0507a7900da350eb189b585011c18e
df9016ed1515958b99d30403edd751803be0bc97
F20101129_AAAQXU canner_i_Page_023.tif
3eadcaf9086efdaab720985689fe88e5
9305121f908138eea196b08f7bd25f61a8a50848
5755 F20101129_AAARED canner_i_Page_053thm.jpg
4bdb538122d8b28c9b00119f9a31c834
84612acd074aeb42c114c39bf6fc0d6662d1a37c
12849 F20101129_AAARDP canner_i_Page_044.QC.jpg
f9db5253108b7d88915b5f7e4608dcd5
9c6261a7d3c2671dc0a92be2ca7ba9c79d52b402
F20101129_AAAQYJ canner_i_Page_046.tif
e15684f0a0e59843ea39368fc550e915
7bfbcb46802882a85003aa2be3df9c88646e386d
F20101129_AAAQXV canner_i_Page_024.tif
dad576efa9598a8a6f064605cf9a9f88
b9bc8ade6a36a08d2644b6eaa3bb5e5e9b33c6db
21918 F20101129_AAAREE canner_i_Page_054.QC.jpg
01f9166298337d0afd55b2d921e0b8ee
c8eeb93d437afaed1e2178de231df3228c7a69da
20158 F20101129_AAARDQ canner_i_Page_045.QC.jpg
65f196b41976224cd101b04f195a70b3
fb59dda32e91368e24e697c71e84a61973a45975
F20101129_AAAQYK canner_i_Page_047.tif
24e6c2f6ad6a35b7f571f6c2fa69e5b9
9f33332febe535d613339d9e142161ce77467cbc
F20101129_AAAQXW canner_i_Page_025.tif
1b2da3507e049192235a20712d964c7f
4952302ef084c617faa9af4a2adc426dc5dea181
6406 F20101129_AAAREF canner_i_Page_054thm.jpg
88b89a57e7317b2be40b5b1839ba8110
d3ccfa3e17160b0a16c00f246e38c0299ae51fc0
5606 F20101129_AAARDR canner_i_Page_045thm.jpg
736c9d43ee2fa5838eb9a4d6f16d822b
4b6894ad9f861882996ee41b5312b67d441c023d
F20101129_AAAQYL canner_i_Page_049.tif
7a27de3d2e55115306c2be5c24a6c012
50b61c06b6acb496616040d8ac88ccafbe63e14f
F20101129_AAAQXX canner_i_Page_026.tif
a94b8feb66571d4f5355fecfbb8188ef
a8e7e998274e91d24a11587be874c5ba8849d39c
17215 F20101129_AAAREG canner_i_Page_055.QC.jpg
eba11e870634fc6f0ad0560067ead7a0
854ad91e1ce6c072039fbf1b567c562735eac3b7
F20101129_AAAQZA canner_i_Page_070.tif
db44c1e6cd80e3f9cf24a2f49b82e3c8
f69032f06dfec85be33330f87afe1e4b17336ff6
15360 F20101129_AAARDS canner_i_Page_046.QC.jpg
8263edff70c0fc75530149b60103eefb
bac78c365ce01f114733956d1f56bb820427f529
F20101129_AAAQYM canner_i_Page_050.tif
93d639006912f8861955cf5238f888a8
b171a4a9f3a6c7e583b9e73837dee3fcc16c635c
5112 F20101129_AAAREH canner_i_Page_055thm.jpg
71c7ceb509cbcb697c3d6294df4231e6
661758586a9c6aed18597e50cf74c115c155cecf
F20101129_AAAQZB canner_i_Page_071.tif
8bd692ba583389f51c844d75762e8f51
69b7929356cb08426097bbf550da7808dcb315d0
22520 F20101129_AAARDT canner_i_Page_047.QC.jpg
8f8a8a72e670040693c112460402b8fb
dd261ab486c05549f2e9a326bc1f08365208c404
F20101129_AAAQYN canner_i_Page_051.tif
c60b12705b43fc4b47f08297c6576008
3230f69064901dd2323e652ae74eccaf2e2fb0da
F20101129_AAAQXY canner_i_Page_027.tif
41edd135400640164dab31d779304454
d7b56044d58b8d6f78ea0c7066911b39dc14f523
5109 F20101129_AAAREI canner_i_Page_057thm.jpg
8a862745139a8fbb3f2b057dc6137c5d
b7de70c0db0ac7b3415321acaa8bae3a8b5a47e9
F20101129_AAAQZC canner_i_Page_076.tif
621c159c4dc5091fc8151faaf6cbce92
015efca67114b69def4de23f31a6e4f02208ae2c
20470 F20101129_AAARDU canner_i_Page_048.QC.jpg
915490969927751509feee5e4ed2fa34
5d664576872f17a2e9c262afe3263a5e9a75bf50
F20101129_AAAQYO canner_i_Page_052.tif
c1941afcc6cdccf23c36555a1aa02199
a40bc756a248c2e4d86831cec58b4bad48b4100f
F20101129_AAAQXZ canner_i_Page_029.tif
ed4204d972b365bfd1d9c844dee9824e
89801224f8c0e573199bde76964cd30273ae649c
20971 F20101129_AAAREJ canner_i_Page_058.QC.jpg
65550f2319979dc83ff0b59b35d434ad
6e8f2965a74948a2dcc43bbef990e6add0e07388
F20101129_AAAQZD canner_i_Page_077.tif
e8d96688b4e299e605dca755e3f46d64
908b8a76cfdab1fb29fb5e2b719640abfe3449f8
5690 F20101129_AAARDV canner_i_Page_048thm.jpg
adfaa81f4a937d5ba1836bc9bf6265b8
04bc96106f748cf044ad7505dc9a8d8f67011385
F20101129_AAAQYP canner_i_Page_054.tif
305ce696b14cc406001bfc6f36b23c06
5572fdd04f2d0dd5fad8b7ef0800b1023913ac1f
6031 F20101129_AAAREK canner_i_Page_058thm.jpg
267d7e03421fae13cd265cf190692eff
a92dc4ec73b6e617a12b265f439fd6c20289044f
F20101129_AAAQZE canner_i_Page_078.tif
112ca37ffd4ad9130f4a9baca7d55087
c7fd092c18d2158e01ce6e5d2cf6e963c39027cc
20633 F20101129_AAARDW canner_i_Page_049.QC.jpg
c5ae5341309e3d29b7e694652916c0e1
0aedd7aeeb3799b72be2fcc7bfcc63c8fb81b4c3
F20101129_AAAQYQ canner_i_Page_055.tif
e9c9f348cf9b699b9b78e1103b165ce3
15d7707377ebc6cdade05e8880a79a470da89363
22620 F20101129_AAAREL canner_i_Page_059.QC.jpg
44bbbb7754eb7bc7d5eed2a70236f373
3bf1cffc1c97a40a62038e2821011d4dd1db8e35
F20101129_AAAQZF canner_i_Page_081.tif
df19ed51693590c406f1ce31246096bc
9151a9ef93072bfaf683aad1e92ed36d4b3e8cbe
5680 F20101129_AAARDX canner_i_Page_049thm.jpg
e31f64f07536ef27447fd8d50450bbec
277bff0f40c4ab0402976c8a51a3057360707645
F20101129_AAAQYR canner_i_Page_056.tif
9a687603889251009616d83c2c0d786c
24f53e428aa398487f1acb84b1d51fc065beff65
F20101129_AAAREM canner_i_Page_059thm.jpg
ea0d0f7b1e1490bb88b23248778cb074
d5be63fe160415d20d8c546d25ec9e147c22f50b
F20101129_AAAQZG canner_i_Page_082.tif
7720e5ba77d138ceaa03fd1e3cc55530
8379ea7451068eb1c0e4d591d257f5de77b08c88
5466 F20101129_AAARDY canner_i_Page_050thm.jpg
f571500569a14848435d4f9d27dac642
ce2c2f12effc0e52f17f6cd6d9b4f0eb0df5cf6a
F20101129_AAAQYS canner_i_Page_057.tif
1d1eee4df32fc848c7aea74be268cfd9
7d0b2e9563d2afe34d62308edd0a7025dc2d5ecd
21766 F20101129_AAARFA canner_i_Page_069.QC.jpg
d6e667756b50269758ca0e1c38efcad5
7b249a9128b219b6098ec0804a57951c100fb3cc
11269 F20101129_AAAREN canner_i_Page_060.QC.jpg
2b0e534b18edae28276dbce43cac4509
56f5a1cc7f453374bdf649c32b7a6e403313ff4e
F20101129_AAAQZH canner_i_Page_083.tif
87d6708f8fda451ce78cd199dae005c0
b167378fb59555e57bd2fd97c9ad80e0d816235c
19090 F20101129_AAARDZ canner_i_Page_051.QC.jpg
012b8957254bbe28e2891c646ba38896
4be6b48b193873fcbe3b352b3dfe638e3f00b757
6004 F20101129_AAARFB canner_i_Page_069thm.jpg
88bf0b0dc1db1c1623e8b5bc4e4ca07e
22dc6c432df476c1603e290bd933f7a4bbee4d16
3333 F20101129_AAAREO canner_i_Page_060thm.jpg
b3aaf0d4b8c11b7b3300a5bce4425aa6
65e61bbf1570648c24ca72f44572cadcea3d21aa
F20101129_AAAQZI canner_i_Page_084.tif
095a113e471e3545c55155bffbbc63d6
eb484db95f849537f4c39120b72a5fffe0d62512
F20101129_AAAQYT canner_i_Page_060.tif
8021903d16f50ec33232dc8694865740
62bb79eba94cade7933087e957a234ef7af83588
6781 F20101129_AAARFC canner_i_Page_071thm.jpg
866946c7d6c9c143bfc542feb5eca026
4bd494fbc5001daaeb7f3bbb868b477b1da23221
5981 F20101129_AAAREP canner_i_Page_061thm.jpg
83eae135d642e14906b9fb61c627e3f0
acd64299b5b1df6020ab91f043d344ebb19388b7
F20101129_AAAQZJ canner_i_Page_085.tif
99c1d0cf2b6d67bc2c9295b63bdaec80
6ae9c71d835c88ac21ebddbe1d2da6294fdb3b41
F20101129_AAAQYU canner_i_Page_061.tif
a36da29dadd22187f910a886d8f70048
050ec3c1438f986323462acaa32847a098c27801
22524 F20101129_AAARFD canner_i_Page_072.QC.jpg
150f85e05ea199980cb1041e3b704d87
25c5caab53f4bb548ad76c763ebde13053b5e688
20916 F20101129_AAAREQ canner_i_Page_062.QC.jpg
3f33ce9c1d235cd3f6f25667f7263a3f
fc5946d76124d0bdc2503d9d85d785c85d700558
F20101129_AAAQZK canner_i_Page_086.tif
f2315656946c651f6eb75cfada8b42da
ec3a75ae598b530d497363ddfb46530dadce0545
F20101129_AAAQYV canner_i_Page_062.tif
591f14cba177dcc2c466f88815d87bd1
d2c9ad0de2b1ac2d28333c0140d06c62006eaf4c
6377 F20101129_AAARFE canner_i_Page_072thm.jpg
f4f9f4ebe20681a488e656be2ba89aac
b9e2144beaa8cfb67688c58ec0e427ed108caff0
6105 F20101129_AAARER canner_i_Page_062thm.jpg
a51bb23b818d3bd3dd58918559154ea9
2b35167391ec943d396847512a37b1ce3eab9993
F20101129_AAAQZL canner_i_Page_087.tif
ea4c370cd85b8cb8ddef20f38321ac93
e85be649e1112fbc0d43f315ed22c83fe841e920
F20101129_AAAQYW canner_i_Page_063.tif
1d7ad99b60a476c0a7301d373aca425d
83da9dc633e8e7b7a1492685ad4fc91e2b82171f
6190 F20101129_AAARFF canner_i_Page_073thm.jpg
71d1b2f8c844074b5d4fbbf0a596abba
b407bf4db40b4c8402528b8a3d69eaab9d166142
15946 F20101129_AAARES canner_i_Page_063.QC.jpg
83ef0ff3695325d9dbc599c8d72c8950
c53cfe6be795f882a384076901135d72a4b26ebd
F20101129_AAAQZM canner_i_Page_088.tif
240ecdab562412f7e5d6829b3287b304
126aae3bdc226bd088672fc3ce3e73282e075de7
F20101129_AAAQYX canner_i_Page_064.tif
f1abec43457423c7ecaab8d4c556438e
ae81b824bc37fd5e8154f46cbfae2b7c20272369
25846 F20101129_AAARFG canner_i_Page_074.QC.jpg
ad33508a0034e2159da82800a0878392
d4787b87fea4e1739c866c5130a7bd837dd6415b
4535 F20101129_AAARET canner_i_Page_063thm.jpg
c33a956bb6a58008b9dcad9c4cdae6d6
71fa3c9c4000224bb155d205330c2a0818f450be
F20101129_AAAQZN canner_i_Page_092.tif
5b9bf6b5d6bcfd1d42787583e02ef296
00f9bc8a0e02a46689c0039d8d1c9abaa2643c84
F20101129_AAAQYY canner_i_Page_065.tif
17cbdf5c27bf3a550c92f9208bdee9f4
03e1e80a278610de9589b1bcc0f9888867a3578c
6706 F20101129_AAARFH canner_i_Page_074thm.jpg
298d1dad42ddf253c6b1b5b8054e228f
5e3069e7fa4355957949d52c1c3c321f6a5ea047
5917 F20101129_AAAREU canner_i_Page_064thm.jpg
d2e6371ec4e7f8c5c9323bb81f12073b
eee439a6b4c029920c7162f172971b1f85e3761f
F20101129_AAAQZO canner_i_Page_093.tif
967f4c9c9ac6a1b126274b97db4f5c85
7b3f58e8cfb566ff047d141ceb36228650d61a31
F20101129_AAAQYZ canner_i_Page_069.tif
125107adb2681e87c1bf39dec3577ed6
535315ca5d1889236fe97453ec6dc2151689a90f
20055 F20101129_AAARFI canner_i_Page_075.QC.jpg
c75e04ccd16c3a8729139d53338d568f
08e6dbc5ff6876e7bd5c5d342c8005e53b1b26a1
6109 F20101129_AAAREV canner_i_Page_065thm.jpg
4830707dde3d569036d8d9d9ae8d346c
56b009bacb59f53d81e21af1f31ec3ee0671cb5e
F20101129_AAAQZP canner_i_Page_094.tif
a5bad0cdf0b959b5cb63d58f1a6d6b9c
fb974a7193b76fc0621037fe61d818d807cfe558
5410 F20101129_AAARFJ canner_i_Page_075thm.jpg
f98b4c4b9521a248333f9506596e069e
09ae019f8a4ec63ca77d70a37910922f44d35737
F20101129_AAAQZQ canner_i_Page_095.tif
b24051adbbe199b6314596704fc11482
0a49deda2e67705186cf3a1e74efc1747ca28828
F20101129_AAARFK canner_i_Page_076thm.jpg
3d1874249e6a5c6759f015cc03a072a7
da74717189df70388919ce70c2576cddd11f4f02
22653 F20101129_AAAREW canner_i_Page_066.QC.jpg
55a23532e8bcd1d79c1fb87c2955e8c3
4af67b76ef716ddba397edb0f5230a09e4803cc9
F20101129_AAAQZR canner_i_Page_097.tif
ad60ccc21aadd6148b75c77a59412e64
9817f010f1c2a7ce372745d6580a5107cb49b5b8
5096 F20101129_AAARFL canner_i_Page_077thm.jpg
332dab4b0982110ae32d476c03110010
b4f30d30bb1309219f1888fb5d2e6a9a9aa31e9d
21253 F20101129_AAAREX canner_i_Page_067.QC.jpg
4c3f46fa9e475ef3f1da55b80a3a2204
298ee6cc192c1d2f74347650f96807c808acc0dd
F20101129_AAAQZS canner_i_Page_098.tif
fe4032d5728be9381ed1ee2f93af4b3d
24b0cdb2ff529ecac7733c3d563371b75aa8b063
26785 F20101129_AAARGA canner_i_Page_090.QC.jpg
6b77efd6cda8a91977776a873a3ed9c3
8574296ef673e62b89dfffd3f1c9bd23424ee791
6231 F20101129_AAARFM canner_i_Page_078thm.jpg
8ccdf484415f687c907adecdc15259f4
6874c96c73e1216b89583b8ef297b960ee7fc852
6177 F20101129_AAAREY canner_i_Page_067thm.jpg
b4ddcf2ec05c8087b327cf49c3d76855
03fb96285c52ee25f954e44f8841615ed1f9721a
F20101129_AAAQZT canner_i_Page_100.tif
111ae6da0faa5350cf2fa485e05374b9
fff76c8a12e11503379b9d295e13ce5da5b7ef80
13450 F20101129_AAARGB canner_i_Page_091.QC.jpg
c130073c9c8aa8d9f1ae282733799e49
edba80988b7773049ececc382601ba80f17f89bb
13008 F20101129_AAARFN canner_i_Page_081.QC.jpg
5885f70c3ae6594150367526edf1e266
5739b84563e681838782c2495b568c134378fa51
22837 F20101129_AAAREZ canner_i_Page_068.QC.jpg
055dc226d61aa8c2cebafe1ba0a6e43d
9661a26557da9a1436050253799bb0f58f0082e8
4436 F20101129_AAARGC canner_i_Page_091thm.jpg
6afc9d5435c60d11acba4c3c2403d82f
23c87dd44a46cdd8e59f6b10abc6fd329d06f76d
5277 F20101129_AAARFO canner_i_Page_082thm.jpg
0accfcb241adf6ee5e6ea51bcfd5d218
2ac8d9f49997ea44679d53cfe63b292b11a4cd78
F20101129_AAAQZU canner_i_Page_102.tif
484b7568f4e2cbc89cf7039ce8bc00ff
2c01066085751034fb0db57b9e8f3c0de4077692
3748 F20101129_AAARGD canner_i_Page_092thm.jpg
9b197fda923fa3749733bc28c80ff341
f9751533f851d29dbea499ea3680d20108911e28
23776 F20101129_AAARFP canner_i_Page_083.QC.jpg
184e0da086a586dc79891884c30a4310
a2133397d6432807c697d87eeee661f1b73328cd
F20101129_AAAQZV canner_i_Page_104.tif
3034d729ae358017f1b09dde387cedae
a1854542cb43bff5ff05384238dd557f1f7a5fd6
6974 F20101129_AAARGE canner_i_Page_093.QC.jpg
ca37b20ffc0fcb0f5f9566a6f049d925
8720528fbdf06fadd7fe20da3b5274384d41b249
6264 F20101129_AAARFQ canner_i_Page_083thm.jpg
2f394dba54864762ac127008cf3a35ef
6e3ed756cd940a0dcf669a95a3fe825eabc87fdd
F20101129_AAAQZW canner_i_Page_105.tif
2a821ddf7bb9c1e5299465d3ff771f84
08955408c86c5a0f4d272d2f2429694de84688fc
1999 F20101129_AAARGF canner_i_Page_094thm.jpg
e30f73febcbf856a144ef7f20a8df975
7abd7f53d829406912007d2a3060ad8cb82032e8
6835 F20101129_AAARFR canner_i_Page_084thm.jpg
5d4991f4e1e5de707f0c7c88b866d1a6
b61a584fdc95b27c72f99bd88dfdd4d82fd6827d
F20101129_AAAQZX canner_i_Page_106.tif
d69223590caeb957fc7b82d851ec6842
0d117b6ac5017bfd18ee7e64675dd5decaa02555
22355 F20101129_AAARGG canner_i_Page_095.QC.jpg
e4b7e4bb7fc67059dbf6dd41e0be9e9a
7a12315e862b6502029d4587dd0b1bb3365d1622
24304 F20101129_AAARFS canner_i_Page_085.QC.jpg
ed186aadfa168c1d10d8832b43015159
d8be188d41c45a16ec2afb8b7cb0e6f8b1febba5
F20101129_AAAQZY canner_i_Page_107.tif
7900bb4de28e36402b8947b95ee68759
95f3b54f05f592d9c4eb6156ea53fbb2497410a6
6598 F20101129_AAARGH canner_i_Page_095thm.jpg
8c7bc4259d169e03e80550f969871780
5bd8b3bb404db706d61b2d2c5c43e0b649bb7b2e
17659 F20101129_AAARFT canner_i_Page_086.QC.jpg
c1f7af9785da0f1dbf4b2dbb789afc94
8a52438ec233c9e28b399f54e36fcb688e837fea
F20101129_AAAQZZ canner_i_Page_108.tif
8f0d8b4908588060b03fd97e297e0b0e
3349aebc7078aa8550867bc260f05638a0056004
18385 F20101129_AAARGI canner_i_Page_096.QC.jpg
2aa0de397fdc72cf75ad63932be6445f
7667ab9c7d511477841e772e86ab09c11ad565e2
4975 F20101129_AAARFU canner_i_Page_086thm.jpg
33e8c08e4128bd79ff73496e8c0bf6db
aa7d2810e97e681da8f5be0abf55d51da560d5c1
4910 F20101129_AAARGJ canner_i_Page_096thm.jpg
dbf6759a4f8be67546cd7ffd8cf1b97f
140ec51d9395cce49319f7ec81947333a6cd1074
20083 F20101129_AAARFV canner_i_Page_087.QC.jpg
550891cba5c8e44f21f32a98811b70cd
1601f3f3d6777854d6083874436ecec9e8895e31
3240 F20101129_AAARGK canner_i_Page_097thm.jpg
f236f57f11ebcbefc1f293415bb16723
5a3818bc961a9fdf522c1adb3388593299dd7fc4
5573 F20101129_AAARFW canner_i_Page_087thm.jpg
7523c8862b8d5dee934bfaa795065121
72d68c39847ca7238216706711fb215f2ff886e0
17699 F20101129_AAARGL canner_i_Page_098.QC.jpg
d371e83f65af2db9e1d3be3bb1e88ed9
37d8f4266339f972eca9e510bc867b2632b6a060
21990 F20101129_AAARFX canner_i_Page_088.QC.jpg
0f7deac363dd46d424efb67c980dac64
476b8c77417133349b8c52a50213a01d1d0b4912
3201 F20101129_AAARHA canner_i_Page_112thm.jpg
f65c21c5f3a9b685203ee99545f4ceb2
6bcb3c7f53ae1f514e1d11ab38b1d6c6c23ad003
20334 F20101129_AAARGM canner_i_Page_099.QC.jpg
c6d50e361019b0819fed508ef21fb29d
e964ac6cca4bd0721d5541f1353b7c11cf8c0566
22014 F20101129_AAARFY canner_i_Page_089.QC.jpg
5db5be6616ade96660c4a104571bf0a7
8db924a9d2c427af81e8e3fa022f24facf5e530e
18647 F20101129_AAARGN canner_i_Page_100.QC.jpg
099872a00a117e0a70444b1df3f6ba6f
e867dc0856f368b4a030623a27b3f2288bd88f7e
6214 F20101129_AAARFZ canner_i_Page_089thm.jpg
ea45bdccc5b6f724d409a64f4c71cec7
72da589e5a664ffd60a8eae445f46828bfc933a2
5835 F20101129_AAARHB canner_i_Page_114thm.jpg
6c77debb506b103a60e07eac5be9c673
947d5f5a1f8f11afcae948fbdfef21b9d5af6d56
4950 F20101129_AAARGO canner_i_Page_100thm.jpg
65d15a7785e7dac96ef5c8f650085009
6bf67cf6f0cabbf7416063012a52a7447c555874
3822 F20101129_AAARHC canner_i_Page_115thm.jpg
22223593c2d1ddd2ceafda8af0813e57
643aa1e871f6a82d57b678f726a3b425667e0ff3
10893 F20101129_AAARGP canner_i_Page_101.QC.jpg
005ef736472c0abc05233e583ccdedf1
dfd312e00a7e7b5a6f8edd8c1d7acd9bea997aa8
3354 F20101129_AAARHD canner_i_Page_116thm.jpg
0638f96010400cfdb3eb21fa147a36aa
dd506cab102995cb5eff4f676c5c66762088c4ae
3215 F20101129_AAARGQ canner_i_Page_101thm.jpg
12d81e25582faede4093dfd33978d23c
fc6d9515e6ec7cec0c87d88aec04ce81aedacfbd
13408 F20101129_AAARHE canner_i_Page_117.QC.jpg
fcf9a0d81736cfc5ad2ac8db438ff38b
7f278a52b40c85dd6ad61b59f64488777dffa6ed
4295 F20101129_AAARGR canner_i_Page_102thm.jpg
5e280ca8b92bc6bbb36003b686bc0fda
88e8ce59b0b7148535b9a74e02c4ded65a007501
4167 F20101129_AAARHF canner_i_Page_117thm.jpg
988b5a76c782b981e7c74ce71305874e
3233f968c5739154e4feb8b74fd0fa5f7476a4f8
15083 F20101129_AAARGS canner_i_Page_103.QC.jpg
61623c79de94b6bdeeb0d3b3f50d73fa
62327fb7cc854e8441f99a1cb0a839de5b033e17
15101 F20101129_AAARHG canner_i_Page_119.QC.jpg
a4f6fb2309d0bfba7ce197e855cc45e3
64916d80e9ab7ab4e98f43a48205e68540e5116f
4592 F20101129_AAARGT canner_i_Page_103thm.jpg
aded433d991e3f0bec3bf6d7b1fae039
438ca8b1ed227f41ac8862493568fe5774cdd6aa
12051 F20101129_AAARHH canner_i_Page_120.QC.jpg
cf22750b064230be2df490627337fe7b
20e61c213358476f9f60c3480734bd968274ab11
13365 F20101129_AAARGU canner_i_Page_104.QC.jpg
1560c38cd3df3a1c03ef3b8f80fc3e82
e47f0277ffc164ab1418eeeb5c7f18f85b11490c
4180 F20101129_AAARHI canner_i_Page_120thm.jpg
0df1822241937086484470d41651803f
341cf6ea588b7b65405861063e5965ec696ebda0
4423 F20101129_AAARGV canner_i_Page_104thm.jpg
f8b1fe78df7cd670d758356ff1bcad00
7d0f5f66852d7a7350243be745adf67fb5c6a0fa
9153 F20101129_AAARHJ canner_i_Page_121.QC.jpg
3a54919cee69d00cec726c19598c1584
e35042a9b0778812fe65fbddcc485ed839109ca9
2910 F20101129_AAARGW canner_i_Page_105thm.jpg
b119bc78eb85d3805c7684c9a2463dcc
9c2810106d92d21cb4e0e18c42e628b743edb6e4
12550 F20101129_AAARHK canner_i_Page_122.QC.jpg
c2e415b43395afaca11e59aaa0d2e998
d68518d9d12835c4b25d30561b6994216f938db1
21344 F20101129_AAARGX canner_i_Page_108.QC.jpg
0f07dba95a5cc807fc9f4891c75b75de
361f200b573f918a27d90ac9e6ded78895efb549
14413 F20101129_AAARIA canner_i_Page_136.QC.jpg
11d66abdf67e02b951dcbb59977a473a
fadc71393a3d441350412ac564ef6b67a88e607c
14388 F20101129_AAARHL canner_i_Page_123.QC.jpg
2887e903f2bfb852463f2e980eed2d2d
b66c6c4e0f7a0182a607ef435da0f6d52b6f15bf
22562 F20101129_AAARGY canner_i_Page_110.QC.jpg
f4fd445c976b0c0a2288b46d9e18f475
3ad36f45bcb8eb21276663b54c80a385e77ab6ea
4324 F20101129_AAARIB canner_i_Page_136thm.jpg
af5e00a1c5f7ccc0f5b1fcb136ee4014
27dcf6e7011e1c11f23d8d9101781be3f2cbe7c5
4754 F20101129_AAARHM canner_i_Page_123thm.jpg
04e369485c1fe6e67a1ee8b96245903b
1641f082c5fbb6146492f9b1d8f08d0793d2ee3f
5889 F20101129_AAARGZ canner_i_Page_110thm.jpg
91e307f372595a297a04de2c6b675e44
62696ba8f74817aab1b38b0417d2acee39bb55c1
15850 F20101129_AAARHN canner_i_Page_125.QC.jpg
4201be54e044c3a9f6ecdacff24af8c1
5d596f3a9740844b8d1fd648b33acea6a2833278
98852 F20101129_AAAQFA canner_i_Page_065.jp2
4aa6544ed7a09b3f85c3660d9ec7a6fe
a3c6724b8869ad044c60dcb95f45e8cf83345a6f
4793 F20101129_AAARIC canner_i_Page_137thm.jpg
3d0d86bbbe9f56dfc57e4bb5c4551b9f
f38cc48c2a51177821d18bade265a68ef1d7947a
17467 F20101129_AAAQEM canner_i_Page_094.jp2
a991575b0db794343c813adf31f62552
8c0a74c423e29d32b6d732019f31b3cef403748d
13669 F20101129_AAARHO canner_i_Page_128.QC.jpg
244b248c062d9b26fa73c7574ff799d8
88828898da507f9cb9a338b7279ae281aa4bc910
21779 F20101129_AAAQFB canner_i_Page_065.QC.jpg
a3dce41472a6918bb82f468c265353f8
25109bae806244f7645bf109671af2b0b0bd6bc0
5268 F20101129_AAARID canner_i_Page_138thm.jpg
3b3382d9f7751ca42fbfeadcc014a60f
acc80b274575e91513c7ae0d9280e34edfbc09d3
F20101129_AAAQEN canner_i_Page_133.tif
c7e8671a0eb9b7616f1951c579eb0c7e
45ac3edf14f9e9bafda850fc34e4f81a538bb4d4
14382 F20101129_AAARHP canner_i_Page_129.QC.jpg
6259d7147c007d6e8052568c5963f12a
82c09477a19a4f9d7b4c883496838ab4d8e2fdae
555321 F20101129_AAAQFC canner_i_Page_149.jp2
094dc3030c237da51211f64952512074
a63cb405a6301616fafcf2394d6853aef64bce78
14663 F20101129_AAARIE canner_i_Page_139.QC.jpg
0e03c2739aa1cad6afe2814db237e474
792823fdbfa49934f1b307f6b73982d851c47d1f
1051960 F20101129_AAAQEO canner_i_Page_053.jp2
d39f19bd53864d07e2d883de49c42911
e70055cfd18a03d63aa4084f441cd9ec0a78159e
4457 F20101129_AAARHQ canner_i_Page_129thm.jpg
b7c4ac6c268482bbd796ea63b98a945d
5b97a4d1da3a8124f3c7d1bea3505046c482de22
F20101129_AAAQFD canner_i_Page_116.tif
996de3d003f6d3b6fdf2406bed667eb5
b3bff4b50a6b8e3fc0c9b41432f23ee89ed89434
4127 F20101129_AAARIF canner_i_Page_139thm.jpg
d5ab2f6fe8f13471f91f44d115ce65bb
94e9c1405c84946aeaa692659591f894edb596ad
66658 F20101129_AAAQEP canner_i_Page_039.jpg
d048aa329f792c0219b37c0bfe54c560
f04a01b8d2c15b220599c774050e0ed6544b9c63
19113 F20101129_AAARHR canner_i_Page_130.QC.jpg
d393428513aeb82919b092aef3493bcf
3d57d3605b3939870fd78f9576695fc6deaad184
18837 F20101129_AAAQFE canner_i_Page_010.QC.jpg
0f9f972d3ae1bf58bbfb09b43fb21222
ca0b3bd138c19c4a8b9ca7a96045b860bc49a417
4197 F20101129_AAARIG canner_i_Page_140thm.jpg
e6dcd88ef1b3b7f6f7807ab64e332215
b597a0e3a4f6d2ceffee8b635ad5598c25ccf7ca
F20101129_AAAQEQ canner_i_Page_089.tif
2b4f6d4fdcb921f8d04b6c68fad56a0f
d22baab09405680372a2fcaf8d7278229f9986d1
5275 F20101129_AAARHS canner_i_Page_130thm.jpg
10a503d5a93e7fd3fdd13a839669103e
eaf7b20b0aa845986ecaff44f1498c5cba1d6703
4160 F20101129_AAAQFF canner_i_Page_122thm.jpg
00fc487c7c3e06a0052d935a5d740ed8
e016acf423b7d62c1e1c90664df1ae1de14c3692
4626 F20101129_AAARIH canner_i_Page_142thm.jpg
617b3f93242f1eab89d5846c4e7101c2
fe23db822009f6b6a212952ec659043dfacffcc6
564155 F20101129_AAAQER canner_i_Page_133.jp2
0c8e32ff1c5d2a4ac188ae4c2712a7c0
0bc66b9c85a110d9d6a77b66b7fe6e6e526f73d2
14593 F20101129_AAARHT canner_i_Page_131.QC.jpg
191a1f622acc097ad91b9eb1981f1442
82993fdaf1f4a1c8082196de9a4b51f1bc882ea6
F20101129_AAAQFG canner_i_Page_016.tif
f67a3c4828d92c45b772010ee31c1787
053e6def342776fd72c854c451f862b50b966132
18284 F20101129_AAARII canner_i_Page_143.QC.jpg
1795deeeb964c9cca288cd13e6b5f3f2
c6817c90a1fa41eaf492356e7ff41371e6b40e23
6424 F20101129_AAAQES canner_i_Page_056thm.jpg
15e980e81a984b1acdd061e89e99dacf
f9a57312f18ca070e71d5e35e164430a9475c15c
13632 F20101129_AAARHU canner_i_Page_132.QC.jpg
bb65709674ca3dae2d5f2cef88fddb7f
e8f4430ff2238d8854b45c86493479c8089aae47
10498 F20101129_AAAQFH canner_i_Page_097.QC.jpg
3e9d6af366e1e83194558a4ce7b9d030
082e2f70aec5928bcae76fd63c34b5b555176d61
5130 F20101129_AAARIJ canner_i_Page_143thm.jpg
b01f70f374ec9607699a3adc84225a1c
852683f2916865f523a9ba4db90500854577a7d4
60439 F20101129_AAAQET canner_i_Page_017.jpg
1c585743bdc3ea7da13fa934ea72e2df
9751a1421cb33eab96e921ce337ef1ef77a54126
4536 F20101129_AAARHV canner_i_Page_133thm.jpg
39d94f749f20ad7025b9905f02355d83
5f08ed7112b83e86343eb3051aa30dce45d9ffd2
F20101129_AAAQFI canner_i_Page_068.tif
e9ede9d3cd2f42c8d70cc97b03cc29b0
5c6f5026deca774fe30ba119127140dc20ebcf63
14785 F20101129_AAARIK canner_i_Page_144.QC.jpg
16fa39a1ffc2a76bb9fe6d90eb49b586
130fdab32fe69a37e87fdfaaa6339d98a5ad290d
F20101129_AAAQEU canner_i_Page_072.tif
98f19e4777c7c782432e1fd268370d2c
9bb33985d522fc91e36844612699d89da7ee6a1a
19490 F20101129_AAARHW canner_i_Page_134.QC.jpg
1d54d2fdad3985c6ab113ed6780aa0d9
680ecb3d87a0b019e85d1b6ee510a7c287b1d7c6
4151 F20101129_AAARJA canner_i_Page_153thm.jpg
b0faa4746bad4c36bd3d6bc7181443b9
54ad25f54ecc4c2e8e3d9e7a9580de54a39433d9
573194 F20101129_AAAQFJ canner_i_Page_156.jp2
0dfc61d9e94bbd959af37fc0410c5a4e
acb25251c0ccf3bfe92587aa07ade8674d74334c
4241 F20101129_AAARIL canner_i_Page_144thm.jpg
8a08a4ba0802c243cbe5037570f21d52
66bd9ccc3cdb352ae7aebc2b1ca37031d0eb25c3
2304 F20101129_AAAQEV canner_i_Page_001thm.jpg
672be11a5a21542ac2f0a790303868b5
28925f0cc35a87b5af5279dd1971dd2507243fcd
5156 F20101129_AAARHX canner_i_Page_134thm.jpg
dcafc52f0712e285b50d1bd972ab251a
93927a55e4a7fbee30cef8f6f2e6beb78ba8eabf
15871 F20101129_AAARJB canner_i_Page_154.QC.jpg
66067a4e5f7863699d58a113a3b72df8
53c7f387b0bc0a4ed71d720889794e6f484f8c36
5401 F20101129_AAAQFK canner_i_Page_099thm.jpg
fd8f6da4397c6ee2e6b53cf736d78462
205f469f8903d208c79451e4b5d72599710a3e1e
14850 F20101129_AAARIM canner_i_Page_145.QC.jpg
639386a33cd9b0c20c385c57dc5d2660
ad54881716845c9fdf375216ba514a0a51913488
63334 F20101129_AAAQEW canner_i_Page_062.jpg
e7c9a9a81ada5e001f313dbadc49e2dd
f29fb0724ed6038f20c7b454b7a9119f74fdbe69
15349 F20101129_AAARHY canner_i_Page_135.QC.jpg
483a61318202850d694c33eb6dad1eee
822e6614a10085492b5c620e3757fa48438c4386
4712 F20101129_AAARJC canner_i_Page_154thm.jpg
16656883ca1581234d0687fe1687f4f5
6739e2b5e81c2deb13964f3decdc4e8a139667c9
24183 F20101129_AAAQGA canner_i_Page_071.QC.jpg
eded0bf415057a3bb49833b5a8f180fa
e1e8d313a080a31d49e386ccbc1722ea89930e99
558466 F20101129_AAAQFL canner_i_Page_127.jp2
f49f0be62c361fec1b76277f7d99cb36
6c2c183143e000e985690b49500190a4d4129edb
4386 F20101129_AAARIN canner_i_Page_145thm.jpg
ea461d9713feef0406c414b8d163781c
5a03c4f03144285424f3b190f3141eb057cc6d4a
98236 F20101129_AAAQEX canner_i_Page_068.jp2
897407d47f014a6e92e8ab338b8eb850
028409561df5798e9842991df44201e43846731e
4252 F20101129_AAARHZ canner_i_Page_135thm.jpg
eaf69c999d7aa85ede34d756a521d1b0
5a749f5a5d6a26d3a42432e1980a6b46a2fa2c2b
F20101129_AAAQFM canner_i_Page_075.tif
c8e513ae01c3db4c6738627a0dd2e6b9
bb467c3e639a37f0204d982b9e64572bc1b230ed
15685 F20101129_AAARIO canner_i_Page_146.QC.jpg
5383ff1a33d6a53880323543961c0465
fb5ced336a6cd453527d99365d74673594c6c5d2
520878 F20101129_AAAQEY canner_i_Page_081.jp2
45078ed86b1eb36bccf9c97ca8967d98
c9e1a10426582fe2238625f82ec3374a53d2c534
5071 F20101129_AAARJD canner_i_Page_155thm.jpg
11c6671c0ee286fdb127e68e941fbb33
00c72f5ef62d58ecf1ff0bc63b0bc09679add531
1051890 F20101129_AAAQGB canner_i_Page_158.jp2
d0166f0890f48a1cd5067a2bad51a44f
3d3c0a35fe99ceaf3be23ab4e12003008705faf2
F20101129_AAAQFN canner_i_Page_120.tif
8b7cedcff46fccd92a6893763ef7adaf
b79d742e20f91023e8cdc1eebd2f0a351112c44f
19383 F20101129_AAARIP canner_i_Page_147.QC.jpg
7682329f9eb3e514e3be6c6584780676
dbce18989b3260d7e49a23ce2d935b2e240a246f
58678 F20101129_AAAQEZ canner_i_Page_126.jpg
57e6bf2f99b8d31cf63e171ccfc29298
62e27616391af2255729e346c134f58ac5b3042c
15845 F20101129_AAARJE canner_i_Page_156.QC.jpg
fb4d3e4a22fb0b9afb07ab0257944e1a
b2a487ff62d55342cf64b13535170edb1db02ada
95072 F20101129_AAAQGC canner_i_Page_037.jp2
6709d0397c5686219aa830976b75929c
916dc86a0a31498a5ebd2df020e32b5835e4c224
F20101129_AAAQFO canner_i_Page_110.tif
109e165a6c09bdec0c9c0d163ac10525
8ccfd4eb77f1d08cdbbffae670c6ebf32f900baa
5230 F20101129_AAARIQ canner_i_Page_147thm.jpg
ec1d74a054b5d0da3eaf71c693c6c85a
ad211ee180d45c5eba74fdd79bf5e92aebadaf0b
3890 F20101129_AAARJF canner_i_Page_157thm.jpg
ec2b6cbc18f18b72a60816858d077ddb
056f7b30dbc839b1df3937c1a9048e0fa3c5fa81
17026 F20101129_AAAQGD canner_i_Page_005.jp2
d37693acf31e03d48c1b23a2403a80e8
0a85bdd189bf9de8e753f5696cbc57968f329793
F20101129_AAAQFP canner_i_Page_028.tif
33098c8f54f340c6f456870c6e822d7c
0789e0684e715c2d35a4acfc5968eb70473b7212
16002 F20101129_AAARIR canner_i_Page_148.QC.jpg
34b798314a4dfa4ef6cd1d050bf8d16a
27fc86686647efa9d0e12667bb1fad43fc893efe
24850 F20101129_AAARJG canner_i_Page_158.QC.jpg
e57b07968ae9eaeb8cb7ad679d5fab32
9e2527cd6e801226d427c098e1fd491cb7ee9f7e
4364 F20101129_AAARIS canner_i_Page_148thm.jpg
0428eeb6c2d236e5eb5f6dbf7881bedd
c9be328362611481da86a9a8a5b921e769845804
14012 F20101129_AAAQGE canner_i_Page_149.QC.jpg
b836da625573d8198b58f48868d5f65b
4e04283fc132e72a03bcc63ee20b7d86002484bb
F20101129_AAAQFQ canner_i_Page_018.tif
27ce7facdea2bd8090e663fa63b23666
e4bb6ed53a69618e68303437d9fab54d09bbe37d
6681 F20101129_AAARJH canner_i_Page_158thm.jpg
d65fbde560789a0de986be5908174818
5399b88d2c06680ed435210aee6f60b7cc660d3f
3969 F20101129_AAARIT canner_i_Page_149thm.jpg
34ce4172fddd50a2c5c07a5e57e32b29
6d274476fec28480b4b8cec1b4499299dd5a21f7
47729 F20101129_AAAQGF canner_i_Page_133.jpg
15cd9442cac2615fec8db03ef94084aa
9af928593eda3dfb856c41bdcc3185117f47ff29
F20101129_AAAQFR canner_i_Page_099.tif
2ff1e744640abf6430f3bfdaa12c6293
b6542c12d59273d25503413bd508de8665ec31fc
9714 F20101129_AAARJI canner_i_Page_159.QC.jpg
b12ef03f1cec9ce893f3c2a10c99464a
4f06970dd4d09e0e31537df66a818630f1eabd9c
14603 F20101129_AAARIU canner_i_Page_150.QC.jpg
315b15aebd2350a888f362b3404f6e6b
fa000faf65be71a864a3883b215e72eaca0fad7a
18221 F20101129_AAAQGG canner_i_Page_082.QC.jpg
107020d359f260a76873b5f25b2cdccb
fa20157adc9a83cb7adf7b8f872fc78da76093c6
20866 F20101129_AAAQFS canner_i_Page_043.QC.jpg
0eddba69a54783bdafcded10e6c2df60
bc9a4c4e304cba17360c95696c17d185f4ca308b
3077 F20101129_AAARJJ canner_i_Page_159thm.jpg
dc412bdddedc25d3f50e31166d57c068
ecf7214101fb7a90b934bec2940697576d30f2ff
18214 F20101129_AAARIV canner_i_Page_151.QC.jpg
378ec740038eb73da09526194fc0dde9
8aeb4febca4c44cab474df7e9537abe7a076f362
91808 F20101129_AAAQGH canner_i_Page_087.jp2
a3e6c77b276e4ead36093ae96bcf6b5c
c03fc88b6a1f13ff470f97c6bee3eb3656aee383
42178 F20101129_AAAQFT canner_i_Page_109.jp2
ac2186c3f62f64568abcb3cb6019bebc
79f15de93f97fdce2144ca116779095e68b32e14
117937 F20101129_AAARJK UFE0011356_00001.mets FULL
9cf92843fe98f5972d97e1e71c308118
9564756a260c10279be2f04314e072f9776bbaf1
5266 F20101129_AAARIW canner_i_Page_151thm.jpg
e263f7411a22e6af51dd67b4b910eed5
548568e9dbdc611eb1b8ce304147c64e3467b4ff
F20101129_AAAQFU canner_i_Page_153.tif
d1bd2d35a1c7d705ca32fd23e44bb684
ac662f1d5634ff582180a432e424d4cc8a3acdb5
F20101129_AAAQGI canner_i_Page_066.tif
96262421d3c87511f143e4f463d170f0
e191c639f12534f7943fe4073d46899e99c681e3
16744 F20101129_AAARIX canner_i_Page_152.QC.jpg
7ca4e6901b7456562a01d7b14d97f673
08553dc16803c04a92532e0b1be380a8b495b762
20421 F20101129_AAAQFV canner_i_Page_061.QC.jpg
0b6f1fcfa3d120fdd1003f3e5be39101
7e2708c11e860c1654280965ef2705cbbf854a0f
2833 F20101129_AAAQGJ canner_i_Page_109thm.jpg
98ca249620625ffa5e9a296bb81ee11e
3367e9c7a650d43366891b0437fe6e6066bcc780
4407 F20101129_AAARIY canner_i_Page_152thm.jpg
5591496f3748e3843876b1531f3c77a7
5a9f4ca723ff07564c66a0307413d1652143e265
27332 F20101129_AAAQFW canner_i_Page_121.jpg
8e64d741b78cf9c140d9b10cf8c0d5e9
3b0997240d8218a3f590cd5f61920a799d7b3e99
17280 F20101129_AAAQGK canner_i_Page_124.QC.jpg
3ed40ab5033149750697566d977500ef
2a8f495d9a41255d7c6f1ba413fe073354869552
14782 F20101129_AAARIZ canner_i_Page_153.QC.jpg
ce2960652abccaf5090e1d523bfb6774
67e4f99001cbed68aabe5755bf40f605a859ed37
5766 F20101129_AAAQFX canner_i_Page_107thm.jpg
cd6ffe2d8ca0b3506c1e7d99c4d72ea3
570bf473fe41fc82bceb26c52cf1bcbf8047dfe2
F20101129_AAAQHA canner_i_Page_134.tif
2f9b4899a768cf3ac0e99f24586851c9
11cdfd42654c059e680437c27463d53e791def01
F20101129_AAAQGL canner_i_Page_053.tif
6c491175eaa36a37cb4cd2027bc7e451
e855bd45a534fc4744f01db7b18cb638093e30dd
572487 F20101129_AAAQFY canner_i_Page_142.jp2
c7ff157f62ab8fd992927e09c68602fd
3de6ef897490e37e6f4b26be55e727ee3ea0e589
89240 F20101129_AAAQHB canner_i_Page_078.jp2
c9044b0e572b52aa8e81d595de1f3445
e3b31078135efef6f5a8fb0a24b038361ad9471e
45628 F20101129_AAAQGM canner_i_Page_115.jpg
a9f6de122ec8420b5d101c7fbe84d419
433f218ea18a66bb0396413f36263d6e6c3e6419
F20101129_AAAQFZ canner_i_Page_013.tif
3e873ca2fda941700c3f6b2f4483085b
3680eb7a0fc116eedc47f6fa77d2b7450255d20b
1051967 F20101129_AAAQGN canner_i_Page_010.jp2
99b59a1ade4d0924ed3d8e5b25b8603f
1951697e4be7ef88dd51330aa8a8ee9dc7e03a29
75525 F20101129_AAAQHC canner_i_Page_113.jpg
f25c6f6d0e9799cbd7050d5b68fa9ba2
e1ce6e83f7dc244827e15d5dd43259a11ddf12bf
63089 F20101129_AAAQGO canner_i_Page_049.jpg
a78f23dbf687f45c2523b4f7d8c82598
d428bc9ff9a4f7f4688e0fd0239ecb94887e44a2
F20101129_AAAQHD canner_i_Page_073.tif
39ca5071d0f016c88feb316c1b9b2a8f
dc0e7830a4018c47da70b206fcd1307e916d631c
138713 F20101129_AAAQGP canner_i_Page_111.jp2
54a0541c7c77618f7a37931bd15b16eb
c9b7ffe59c13fcecf03b2f8da87859b916c5e96a
6652 F20101129_AAAQHE canner_i_Page_066thm.jpg
4245476e84093312f7cc9ef6bac51609
393efe79a7763e084adb77b11c015d693367f7f7
5335 F20101129_AAAQGQ canner_i_Page_126thm.jpg
cfe1f55b879905997c2f886b1f85573c
1a1d0f10ad44c4a456a05e254c455581e184ca2f
61881 F20101129_AAAQHF canner_i_Page_087.jpg
81ba0b0cbbb5c56e777c0322cac962f0
ae0b6442baeeaab822dcc89f6b4fe6035578360f
5542 F20101129_AAAQGR canner_i_Page_108thm.jpg
4d4da0931bdd39de0634c8fb14f1486a
75faf23d3e8c5b0602ce2967a2309c066d434981
674550 F20101129_AAAQHG canner_i_Page_151.jp2
2ec73cdcda2fa5df7e570543fbb5a2a0
378f6cf5cf05a339f8ae664199b64db781f4c154
4696 F20101129_AAAQGS canner_i_Page_150thm.jpg
036bd47a07de49c08d28225e3e858e16
ff187357f097320a5344f2be664836796b1bc066
3275 F20101129_AAAQHH canner_i_Page_003.QC.jpg
96c91c4cdef34a0f0adc0e9358b03db3
597874b39578d9af2b3a0723c1a28e8ea7177be7
45986 F20101129_AAAQGT canner_i_Page_139.jpg
deb253c4f42a014ae1ac5f1fb17e3ed8
9d4cdb34d7fc29f33ca1b801233dd76e38af3a55
78412 F20101129_AAAQHI canner_i_Page_016.jp2
fe5adbe604bed7803bd5bd4ea23b2530
f38614d10859ea5a6380aca526ba7c07865ac086
4930 F20101129_AAAQGU canner_i_Page_080thm.jpg
ea4e73f8c0bcc544508e8bdabb6708c8
a7c979baac9a78f5353fa79cf3ac153f90ac41c0
7292 F20101129_AAAQHJ canner_i_Page_021thm.jpg
1bdc7b492039fd8fc405660c6cf5a7e4
dc1774c9b17f0f84689842bbde9929bd3ff098bd
90257 F20101129_AAAQGV canner_i_Page_042.jp2
80a223a11464fbb19c4b23e886e2528b
34c10428194bb2c22e61d5c936e94e4f1a0a4199
19396 F20101129_AAAQHK canner_i_Page_053.QC.jpg
1d78f8fa5ddb4a5b228f0b73706d7849
6a92f371193676835108d6c8cdb5bcd8f1dfa573
541476 F20101129_AAAQGW canner_i_Page_145.jp2
bc0144a5d9e72a726d4fe908a31c1dab
7932ab63ec0866256b48d8944838c0735b678569
15291 F20101129_AAAQIA canner_i_Page_142.QC.jpg
d62eeef3de3e0813db20bcf40879883b
c54106355dcf747cb807a597579eef8cab0998b0
659065 F20101129_AAAQHL canner_i_Page_124.jp2
992dd1e05c6378bedba87918d0b079f0
e97244e2bb7b3c17e06c8a1bb5de910f0c51efb4
F20101129_AAAQGX canner_i_Page_122.tif
4467ae2bf83a698919936cecb8f4feb4
eeb6e03efc28c294a550a8cffd94d4ccebabe176
F20101129_AAAQIB canner_i_Page_123.tif
0c694428bccccb962ee28037d0f5b94a
ff4dec6d394ea24757fa056851fb5ff6329d7ffd
6297 F20101129_AAAQHM canner_i_Page_007thm.jpg
aba9fb6b9d7e0797e32978384e3b0b17
8c057400e971624999e0c03e3642d1ac8e8bfc2b
19458 F20101129_AAAQGY canner_i_Page_126.QC.jpg
80a492863347d716f88f2865943f4275
cc740279f848ef1c9239b07526c9b40c8e1c1fe6
F20101129_AAAQIC canner_i_Page_030.tif
1291ad8bd3b5bc09ff8e5c863160e553
6d9b4c742cb17ab0ce3c8350f30fc7eb0377e47f
6331 F20101129_AAAQHN canner_i_Page_079thm.jpg
ee6f1ddef9161343b8c8d1fadc0d6932
96c7864b56df909d863917b4a544b6896e2a57d3
155898 F20101129_AAAQGZ canner_i_Page_099.jp2
00a70ed7a7d401dfeb5473bdf9144ece
e6ca365677b6507733867425753e3688267953ef
F20101129_AAAQHO canner_i_Page_007.tif
e07b647fe4f8f69ab065ae05be873852
38cb7dafcc67151d5a2e5633aa6b36b29c43fdae
10966 F20101129_AAAQID canner_i_Page_112.QC.jpg
a5c0f1b8ce1f784baf61b73f2f3b4090
14fa04849fd9e09ba6f647a2fb227cafe1a6d4e5
F20101129_AAAQHP canner_i_Page_031.jp2
6aa29e37b00f90885018c18bb7619dc6
5c8c02e2c2473d80ad5f96781e5186607cc36aba
50233 F20101129_AAAQIE canner_i_Page_106.jp2
bae1757ea338541f26fb7ee8ad387f5b
b172090e8991e2f2f19bc2e6428a9f6dcd89854c
48703 F20101129_AAAQHQ canner_i_Page_137.jpg
eaa747d980317c8f39bec2aa811116b2
e513d1d105ac2041c71d8392c89092a6a41b8f43
37438 F20101129_AAAQIF canner_i_Page_060.jpg
04ff2627dc6ca8e6ccf8ec3b0e04648d
87d67ab7686d1172571a9fcc42fc6dc198b9e066
70344 F20101129_AAAQHR canner_i_Page_056.jpg
ff705b7e1d27e8446f79e34a1619a632
455b2a751bd318f5da04cf2596407157000b2174
1051965 F20101129_AAAQIG canner_i_Page_050.jp2
9352ed4487ae562619bc20acbea3b652
214ad5467c9081207a4d791e8925f32c9a4d1933
5827 F20101129_AAAQHS canner_i_Page_111thm.jpg
0e26812be25a024f6d24027d29319cce
82f339cf0a35cbdc1cb814b684b12fe358782d84
4066 F20101129_AAAQIH canner_i_Page_132thm.jpg
052ab202e07788b554eda631827d2a62
270ecc19842bc39ddda1ab7b421d12133ecd57e6
17495 F20101129_AAAQHT canner_i_Page_141.QC.jpg
1595915bc99bcc137ffc6654fea7988e
7059f254d0fbd1182083ced0c98ada38cd3681e8
19737 F20101129_AAAQII canner_i_Page_138.QC.jpg
1f124cc4d48c136a614afe2934ea65c7
50fca9a1f9e7116e2dc860c7ab0e6ed0351230c4
6091 F20101129_AAAQHU canner_i_Page_088thm.jpg
59bbd9e345894f76a311b8ea0f04f2c7
a5f253c4c7395658dc94db798f9b29e81557da30
7265 F20101129_AAAQIJ canner_i_Page_014thm.jpg
b06a4cd5c9f41c3ba74ca9f6170156ce
58a4278ea1cada1470a590dec79681f1d8b6e1ca
70194 F20101129_AAAQHV canner_i_Page_019.jpg
cb939c16d8adf4fd12662bd51db05b74
9e0c2d9a21bba9130fcdad34f897fb564e857237
14549 F20101129_AAAQIK canner_i_Page_140.QC.jpg
84af549532744f74a443e73e83517cc8
3ef9bd01faf5911cb8e4296641528a7564748a17
77882 F20101129_AAAQHW canner_i_Page_110.jpg
1ee4b5a6e4e2ec94749333c9411ae6fa
3ae4cdf5e1f78712859041de7d5986b0d3e8a021
5061 F20101129_AAAQIL canner_i_Page_124thm.jpg
e82fca94cd08083f7a44f82f1d587425
f5f0acf6247d7c058dd04258a9a1d0505b3fba3f
18454 F20101129_AAAQHX canner_i_Page_057.QC.jpg
a86e630966f870e8360add1491137a3e
f9b8409e8f7a2b646bfe275273952612b07bc099
71320 F20101129_AAAQJA canner_i_Page_076.jpg
495ad2257e9f337e366c51d38732652d
b34c526a2b18e225464411decbe3652c7b7ecd7c
49937 F20101129_AAAQIM canner_i_Page_063.jpg
f835f59800af4e3fa2dea08f74aa48ad
5c19b25facedca69c949d4a86b3fc98e1accd214
4870 F20101129_AAAQHY canner_i_Page_046thm.jpg
de9a99aa11d9c08fd2cd16587eb729da
090ffa84b0760b007857b5bd1ac6b66fa9413369
109741 F20101129_AAAQJB canner_i_Page_018.jp2
566b69a1f857edb276474e7eb8d29cd9
03b9f3b1605178b847f3f7722780edbddb960808
25692 F20101129_AAAQIN canner_i_Page_037.QC.jpg
a1c0c8f9db2170ccb4a96cd712644554
549b5bb098ce9337dea144dee72d6867695b4943
99773 F20101129_AAAQHZ canner_i_Page_028.jp2
fd2cd31060d5b222d5aed1b13e4c752e
56c742fdf5edb440c3c44b11c59d8f2fb5249288
590922 F20101129_AAAQJC canner_i_Page_152.jp2
fc8a289b5b7fce8f81f084522d08acda
bcc54a7296f2e7adae661aa61c1f60acba19ee5e
3656 F20101129_AAAQIO canner_i_Page_160thm.jpg
a95cd2acaeea6028ac10a4f0a4b436a8
635416486b2409be0aa405fe351ae9a8fa8aa710
6606 F20101129_AAAQJD canner_i_Page_085thm.jpg
57e1f97424fe326e4231582472dcd167
773a3343f492fe517f00640ef606b67b29f2295e
23090 F20101129_AAAQIP canner_i_Page_111.QC.jpg
ea74a8546d46ebd528e4e211d5ea3582
247f1c5240e2fbeded83d61f50505f05fb793626
102197 F20101129_AAAQIQ canner_i_Page_074.jp2
ae0cdfaab4aa0b7fa1e103976360c4ab
3a33e923e722d8c307a7b3de619cf2658001cc9a
22243 F20101129_AAAQJE canner_i_Page_073.QC.jpg
3dc75dac534eb42e340d25a64e146627
e449faf9baca778bd5f4aa33b2c71426fc324a2a
16155 F20101129_AAAQIR canner_i_Page_102.QC.jpg
1a7e91aac072445f676fddcdd45fc35a
1b59c9e73c8e59604ee8ecff571b9c953886bb7d
11587 F20101129_AAAQJF canner_i_Page_106.QC.jpg
0381cb19dfbb545a3a6b337e537797c7
209b3d03a57da21763d614e24f2c72b67de78426
24620 F20101129_AAAQIS canner_i_Page_084.QC.jpg
955118b446731683eafefdf832d22797
17974276a8c419bca19466b500b8edc1cf8218fb
F20101129_AAAQJG canner_i_Page_079.tif
50f69841f42e5bc9bcc822969bad1917
a7c52bfd36700747de082e4bacb21c357144ab52
69872 F20101129_AAAQIT canner_i_Page_040.jpg
33f1e0bf3dc09140de94a2be243ca920
fe9e565d9a0a44cb5e4bfa4d98d11dd369cae92c
F20101129_AAAQJH canner_i_Page_095.jp2
08681d06ddcc19d623e92d7751627910
519234f28d77cb9ed8c6722e31e00605f5f1b3df
F20101129_AAAQIU canner_i_Page_140.tif
62d8737eef64b79a192f2f9f20e9a145
92d6e0803c849bcd4aab67d32c80d11751082214
6140 F20101129_AAAQJI canner_i_Page_023thm.jpg
2837a14dd7882acd3c56490a2732cce9
1dfa3997207561cf13e7dcec41ff910a0f950e68
5108 F20101129_AAAQIV canner_i_Page_141thm.jpg
666af6072343a1c13582ef71dea009a5
5e3c9d56da7dab851aeedbaf81a94e43432a63c0
71472 F20101129_AAAQJJ canner_i_Page_072.jpg
c13dae57a652f88a142d0f8a65604a7d
d14e9f310bd3b2240fdfae34b71f46353f1223d0
111814 F20101129_AAAQIW canner_i_Page_085.jp2
504aece0e3ae9a859d5b5578770f2314
6db40c2dbdd5b76edae0411eb2b1e081d9c68099
22142 F20101129_AAAQJK canner_i_Page_107.QC.jpg
8a9afdbe1d2b8f3a2a84c4ef572040c5
bee7615cf79f56a2cdd107984fae7f9d77dc8e5b
F20101129_AAAQIX canner_i_Page_058.tif
6db50a450239c4d17036a36ab7d69804
7969d0ecb39903e3df7b70e8c8f184570f31bd8a
F20101129_AAAQKA canner_i_Page_010.tif
10a90920d4bb90f0f5e3100b6803d2d3
04534f798a327f5206f8fcacaad4f615dd33c486
F20101129_AAAQJL canner_i_Page_059.tif
3e2ae9f8d697a0e04ff8a80cd9d994e6
425c9b5680d643397b17a60bf7a85fdbe36c84b6
4413 F20101129_AAAQIY canner_i_Page_156thm.jpg
1113752eb4b93e47b18fefd65d066566
366fe1ed3a1de6b756e00bfb47004bf09b5fc131
70435 F20101129_AAAQKB canner_i_Page_006.jpg
a33ec3f9fc4f2f206b27315008718c6c
a08057e74ac1fd247fcfa969d6c79b1274c5eeca
4437 F20101129_AAAQJM canner_i_Page_098thm.jpg
12a8ed2c423a7041e0f0e384286bb916
e5ec457e8878889427f3c513b86aae972847931c
22027 F20101129_AAAQIZ canner_i_Page_093.jp2
43bfee723dc107696f9bb76b92174871
4d798cd3f526eb7600dcff0432ed031f8b880d68
F20101129_AAAQKC canner_i_Page_119.tif
c536936dd1eb909da9f30080d05e0c4a
7f18e6f738520acf0743b013d314a6f617909646
6401 F20101129_AAAQJN canner_i_Page_040thm.jpg
9888da338749642c380586f638484d21
4b5e8f5bedeeb34b2b5f5e3100ece46cd0cb6d90
124662 F20101129_AAAQKD canner_i_Page_113.jp2
e6688cc2322ff26a6e906f1b4f16d456
9731a6c77e43cbe60c69e7fd1d0db821af33be96
55667 F20101129_AAAQJO canner_i_Page_141.jpg
c80a9c1c51cec9144c33f62d26c324ff
66c386b76fb17ca9964d7e8f4008c4e50fee0ccc
6588 F20101129_AAAQKE canner_i_Page_041thm.jpg
c2753e5b7f947348b16c8066984a0600
872e8dff1e3086632fb10ac9163717f3a2900eaa
22349 F20101129_AAAQJP canner_i_Page_113.QC.jpg
ad9f5af607bdbfa7c7151709cccda214
0ec2044dcc8da0843845b56b39055ccee5d09c8b
F20101129_AAAQJQ canner_i_Page_113.tif
f0743841bdf92d09c7690905fd9592c2
79ab876410f4c7917d1575f6ac414b37dd8c18cd
4916 F20101129_AAAQKF canner_i_Page_038thm.jpg
5fab44dee0bb5b2a7e80dbad161f6006
02d1a2da39c5b8e98c0897eada694fa7d86882b3
573584 F20101129_AAAQJR canner_i_Page_146.jp2
edaf05baa654f8cbe8370182bb367f7b
c8ec4d42ac11b6d372b55d4bc757a5adbe2ad195
F20101129_AAAQKG canner_i_Page_045.tif
dcddbf10eba037205ebea467b6022fbc
b1d6ec42ef51d53008c5f419f8491d24ee719ac7
F20101129_AAAQJS canner_i_Page_003.jpg
44665fe80ab0fc7afd24efd08fb63393
685b9c65ee093db5b7fb9dbe8beee14b5e2f7ee1
F20101129_AAAQKH canner_i_Page_091.tif
9a51be6399508b7d26fb6e256028891e
a596ac7cb3d79827f98e7370871cabb8bf586283
22794 F20101129_AAAQJT canner_i_Page_114.QC.jpg
1ac1ae4f0d849eb7bf49a208dc1079e0
e8194f9e818c2009fd311c20b15218b1f4373197
44756 F20101129_AAAQKI canner_i_Page_104.jpg
fdc92f0c81267bc2f6a7368a74a78638
549498249b59358db3498b74ba6a4eb809420b7f
22209 F20101129_AAAQJU canner_i_Page_027.QC.jpg
25785e730fc0a0856a7c777852676ff9
267f33108d2b7ebc29775ae67ac26815a3c56a96
53849 F20101129_AAAQKJ canner_i_Page_035.jpg
66699c24d030bebffcb918a118ef0229
a0e36bd7bacbbd28ebc83a3bffc5778415fc926f
563795 F20101129_AAAQJV canner_i_Page_153.jp2
49968125371534b67767449a5e917ff7
67930246578c1c561c5ecb2dc3d1e2ea4804b7cb
14051 F20101129_AAAQKK canner_i_Page_127.QC.jpg
0424dedd7ddb858512398def57476af3
596685d951d2f3ce6b5c2daeddf4e2273fa57463
105695 F20101129_AAAQJW canner_i_Page_079.jp2
875c61b7aca2ca659d2579299fe5e5cd
013ed59daf34eb1f5bf3d25accf6698201070306
112250 F20101129_AAAQLA canner_i_Page_084.jp2
62e848fdc487e5fdfe28b84094c4a73f
42270379fd5eed4c60b0cf6a3e7ba683a5723946
42941 F20101129_AAAQKL canner_i_Page_081.jpg
42076ae8adfb5aed2d153e18a00545a0
f1e6e375ce965024d52b87afe1d3ba7269507297
19181 F20101129_AAAQJX canner_i_Page_017.QC.jpg
3b5f244b28438577104f2520d3f4e33d
a203361d79fb1a548bf93419149b9910ba9a7939
F20101129_AAAQLB canner_i_Page_090.tif
6cc04a61285ee40d6d71e846b7579e41
de48e9736b1b0cdcaf3a17ce1265ecb0300646bc
38740 F20101129_AAAQKM canner_i_Page_101.jpg
87b0e0ecfe45a3169cd0a4260a88c291
0545a09a42822e5ddee764f776a9972da2ee9e49
4200 F20101129_AAAQJY canner_i_Page_131thm.jpg
18a07e272e566b96be3027286ee7b41c
f14d5a5c840a17752946e82f57cc5d8b58fae24a
66943 F20101129_AAAQLC canner_i_Page_052.jpg
da44cee1f5feffda9ca1742389bd565e
a434ab9e56211d214b48c739aed18010bdc86204
3870 F20101129_AAAQKN canner_i_Page_128thm.jpg
4485a7f35bf0db105a4a28e59101c933
5e42982228d986f0216fe95b448af1dc0391b250
6191 F20101129_AAAQJZ canner_i_Page_011thm.jpg
23bebfb8152566d6d21d4ccde8062022
90f1fde5df25086b14b8a752d3e01a7cb19250e7
133827 F20101129_AAAQLD canner_i_Page_090.jp2
83dcd06afa736c261f4e4cbf261bcb63
07ecc37d10886d6f21443cc2c4f14afa8271dec4
F20101129_AAAQKO canner_i_Page_103.tif
9e5cf579ff193cabc5f92bf72fac75e7
d9a825779fdeb797e3d28015c2fdb16962af16c4
75320 F20101129_AAAQLE canner_i_Page_078.jpg
756a901f673e6a5b334548034e10cbb5
576ec9581e7b9817819e912c1776eb3a10da62d7
71511 F20101129_AAAQKP canner_i_Page_023.jpg
4c27bceb199bf30585d2d734895815f9
9344084f2db65279483aa08934a905b9a120bdc3
1969 F20101129_AAAQLF canner_i_Page_005thm.jpg
ef986afb86896c4070f2ee3840b6eba9
e36d0861d456844907cfe7eccd140d8f505e01f2
525267 F20101129_AAAQKQ canner_i_Page_129.jp2
21400278c838d2b1163e6f85f0c41295
ca264ba460dfd99e7eb3813a917fb89c60f6c5da
100340 F20101129_AAAQKR canner_i_Page_083.jp2
f9ba4218825622ebf6e10e7494c125e1
bdcf9122baf6790ea960c322b79160ea5e966c62
10230 F20101129_AAAQKS canner_i_Page_116.QC.jpg
3f9c0ef4f6d90de94ba1d5fa19b63be9
ac621fb1dd81b63d4aab59da92b60eceb29e0339
22689 F20101129_AAAQLG canner_i_Page_056.QC.jpg
fe15faf10ae1e21d90f0f7cd334a15a0
f17f90f50e68d964ed0f78ac47cb56d500fd2a1e
46195 F20101129_AAAQKT canner_i_Page_157.jpg
300cc0d5b87a3de8a9c99e8902e441bb
692e8d6f3b551e09f66320c65fd93108f3f37501
3195 F20101129_AAAQLH canner_i_Page_121thm.jpg
c90c559b72c8d6901a56d6ae504ee681
e804abc7cca6a5819023559ad777097f47e582f9
6903 F20101129_AAAQKU canner_i_Page_001.QC.jpg
5c8f51dc4a2f1d50abc6176eb9eb38dd
ab78faa408224afd7e60350e24500f189f679787
1051980 F20101129_AAAQLI canner_i_Page_006.jp2
d24f981c439e234fa0428c424bdfe974
f480febded0bce19d6385694ed799eb43fe29de2
101207 F20101129_AAAQKV canner_i_Page_025.jp2
c37a379f861aa1c14ce56b0818221f38
67c8a980655f76c0e193b218660527dd3a09821d
58971 F20101129_AAAQLJ canner_i_Page_138.jpg
a1786c044910d45e10f47e30a7ac1a16
ab2243be1936a4a2acb142412e3328e5e9b2a3c6
8897 F20101129_AAAQKW canner_i_Page_109.QC.jpg
6c6f7f6ec49c032a3c10fb03bd6a95b8
e930b10c7b3e9f7d5a2cf81f44fc048608277b85
22173 F20101129_AAAQLK canner_i_Page_064.QC.jpg
c8099ecdd2ccd8c51978074f34f14015
ec40972a13335660cb7e22835ecfb646a77369df
5831 F20101129_AAAQKX canner_i_Page_113thm.jpg
032707971864f71609013ca452675850
ef5aea1d41861f1bf81106210db17abb8049f0e9
56300 F20101129_AAAQMA canner_i_Page_155.jpg
3fef7491ff3381af53fc013bb7797459
ad8a0f7d6ae6aae2a48506c8fb8c945907d34787
66437 F20101129_AAAQLL canner_i_Page_100.jpg
dcebd0e52b366c0cd8d1451b8ca9bc05
d9f85cbc12c276093025c082591723ac91a76ecc
F20101129_AAAQKY canner_i_Page_138.tif
8dc41c3ad2942fd33b54c6711bc31aee
ec9eaa34a61ecd8045536e8a2eaa61426d1a633c
67402 F20101129_AAAQMB canner_i_Page_098.jpg
c9caf488aa516ae6bb5054be7c54cdd6
5f3c99fbae260de958fae16f109b328118a7f3eb
6006 F20101129_AAAQLM canner_i_Page_009thm.jpg
934e1387503b40e6f6767f7c9f0992f1
b202f0a8aeb53642e0eaf9c57baf4bc3cb515958
67221 F20101129_AAAQKZ canner_i_Page_065.jpg
9223a6724ccd5bae627694074ee7addc
e76760274044a5911b995ff0efd2249526c3c021
64334 F20101129_AAAQMC canner_i_Page_010.jpg
1b811dff5e51544eba9f724b5671822f
af35d7f2400e41df054e94bf25c2fe8425f8f43a
F20101129_AAAQLN canner_i_Page_034.tif
c1337a19ed0b42d64f7b3c7554c6aa6c
1cbd455724b7f91520a3c9f13f9f586a6bf16652
51067 F20101129_AAAQMD canner_i_Page_148.jpg
111f7aacddc684f327992911824d218b
6f7fc2ab163bd2c0bcf0d9ee919f468760f5b881
4943 F20101129_AAAQLO canner_i_Page_035thm.jpg
e481330163114ea3928273a4ead4867d
21eb2d1ff78563c0c84fe2e12419f408cf52941a
21412 F20101129_AAAQME canner_i_Page_093.jpg
b95ef8533f6dbc7a2f8b19f5e4754063
78c321e48d080f0e20d8c3808ff768ae582f8015
3306 F20101129_AAAQLP canner_i_Page_106thm.jpg
a2afd48ba5c105192ee5921670d9bfe1
79c353bf865a23c770115bbb2f2345ac119377c0
F20101129_AAAQMF canner_i_Page_096.tif
ca0bf2f082f762cf8bbed49496fa9e54
1db040c386c236ad78de5bd950282f1ff107fb07
11440 F20101129_AAAQLQ canner_i_Page_092.QC.jpg
1b87b7030d4fab125d23d9a95762a486
f55d02c857543accac88369177ff05aa0cbcb859
6318 F20101129_AAAQMG canner_i_Page_068thm.jpg
a80be355922198b27402c1d0a75a0fa2
0eb43093d457290350a60927e9abfb8e7f31b3f0
764464 F20101129_AAAQLR canner_i_Page_077.jp2
87a397c7efce259a486635626a85661d
b3f1b020116751b206e4f895696f567be3ddbdbb
6533 F20101129_AAAQLS canner_i_Page_018thm.jpg
23c5cac90d57991f2709e338eda00526
cd65fff3ed7d913bc569876ea6c147df3fd338ef
667396 F20101129_AAAQMH canner_i_Page_141.jp2
125be72ade697c47722ba8ab44140b65
f8c377e1d2511325af3e3fedddcdd97b9bc28a90
53151 F20101129_AAAQLT canner_i_Page_112.jp2
eeee45caa8f54d9a374a4add6e5044c6
9300cc84f860191f18f4ffc2380a82dcb1b55ae3
F20101129_AAAQMI canner_i_Page_044.tif
93ee05ab9377158fe79de33742de8e33
753353c1e3cf122f540b8965520ab9b6ceec5d30
35491 F20101129_AAAQLU canner_i_Page_122.jpg
7a78d73ff95fcd786e174fc174a5bc12
a5600cd21ffcaa8958df6e388aa1f0453a61c456
F20101129_AAAQMJ canner_i_Page_005.tif
376b4082df7993b6dd519f090b26c163
a58b3d725dc5bb6efd43493b27e1e9e5315d9322
99885 F20101129_AAAQLV canner_i_Page_013.jpg
761f6cbc9c709cdce05f40b4be241510
a9532ee830a87573f64f50e577215a4459aa8c1d
F20101129_AAAQMK canner_i_Page_022.tif
9b16fe72ea028f028a1cfc861d566cdf
d1a7c35c8f5800fdb9a259ad6ca9f63948299de1
F20101129_AAAQLW canner_i_Page_048.tif
34931aa39e2185f6379b3b1fae4cd9a7
8f274d707842c703e8444b4cb3f4c7e39010f76c
18477 F20101129_AAAQNA canner_i_Page_080.QC.jpg
fe116b9ceeb36f2c4a580ce48ed9ff99
3ffa876177c4858201edffd4f0728007d63fcdf4
70480 F20101129_AAAQML canner_i_Page_115.jp2
e750a863992c96a9f36507da8db2cf0e
653fe1cf77c691167b5502421ec43b8f18988e31
856819 F20101129_AAAQLX canner_i_Page_029.jp2
16a6272ec2c7aa0bdb62aec4e9117e3b
8f8781505c8199e3aae6826eb3b752352f7ec3d8
2243 F20101129_AAAQNB canner_i_Page_093thm.jpg
139fee12858bd9a8fd7d0be37ccc0784
0c485a87b3f7c2378ee7286872e71a5de70897c4
65315 F20101129_AAAQMM canner_i_Page_028.jpg
5c304069cf5a714761d0dd715fb10183
98d41c5f88425ac1dba2f91b084d414b69f8df57
20373 F20101129_AAAQLY canner_i_Page_004.QC.jpg
c5fdb1dbb66d1c52185afe08c5614586
7d84ebfeace13e4833d4f76525d40e2131253f24
89202 F20101129_AAAQNC canner_i_Page_017.jp2
cafd0f069e0bc4a6fca2d6e26b07183d
fcf94c7999442790f3bee2983e24eb64f016c871
25280 F20101129_AAAQMN canner_i_Page_021.QC.jpg
39e2de3a8854923903b25c32399d9b23
a735f3a540416b90b057b53ed7ebf3302534d48c
101989 F20101129_AAAQLZ canner_i_Page_089.jp2
06be381a976de02fecbf0fd3ffbfbd3a
9120c6f14bab59936cd3ba832505fb5c9acde4bf
6444 F20101129_AAAQND canner_i_Page_047thm.jpg
fba4c5951b960b2d6a4e1a6f58dd5a47
67aae3a0d0a38785f7b5618aa33be9a0e05fd1ea
552522 F20101129_AAAQMO canner_i_Page_136.jp2
f124b80e8ef202f14d87ca4e909a0a6e
f4edcb5997b179e99bb2c0492b0b7c8812d60bbb
F20101129_AAAQNE canner_i_Page_141.tif
8654742812663c4fcf56896a197f5e2c
7a2e6cd95a3843402cdeed82fa9cce264f70aaa5
5734 F20101129_AAAQMP canner_i_Page_070thm.jpg
937d34087b0b85ef28c32d4c16cdea7a
94ca646bdf8dcea95939c0e64c95563b4cd02c3c
F20101129_AAAQNF canner_i_Page_146.tif
a6b63cd462acf6d16949f2a713d1deea
c50213dfa8ed23a7fe4cb1222b9944d533cf5e1a
12175 F20101129_AAAQMQ canner_i_Page_160.QC.jpg
b3a90ea7ddc6496958940279ae488588
25478cf2d3b2d5285ed95bdb1d02402ae2a9ff1c
85773 F20101129_AAAQNG canner_i_Page_041.jpg
0d7405d812452aa74579417deedfdb62
9c904852db8f6e2e5b9c9b675764de246d7fe4e7
46789 F20101129_AAAQMR canner_i_Page_131.jpg
abbccf5eccf7250911655d4ef880bcf6
ce5357041babce7bf64515cf04794173ffd5547c
3509 F20101129_AAAQNH canner_i_Page_118thm.jpg
8978b43cfe6e3572ee971988c410ade2
6cfc9e3268a8585a43fe4d21f62e6a9dd16a8822
15461 F20101129_AAAQMS canner_i_Page_133.QC.jpg
cf92a706af25e73710418fbcabd64499
369c12897521b84081e7039cf8880116d10031f6
22999 F20101129_AAAQMT canner_i_Page_076.QC.jpg
a795bfe5ed8c6da9268b2636843b698f
6266ca624a27ee17f777f56883387fa4998bae1d
4973 F20101129_AAAQNI canner_i_Page_119thm.jpg
d14786d0fb84aed2ab66e1279d7e17dc
7b85df62c9a92f0b5afb40a34469e8fc2518f91a
18404 F20101129_AAAQMU canner_i_Page_050.QC.jpg
1ae92a27ac5acddd8733ed57b28a6fee
b20a0e9af55a8694114552f3937a12056367152c
59426 F20101129_AAAQNJ canner_i_Page_029.jpg
028aca7f48797cea43f82c79b79e5951
1286834dc60d4a32ac1cd52253db42f10472651a
96410 F20101129_AAAQMV canner_i_Page_012.jpg
e244e91632009d5590561dda43a052a7
dfd7deddd8b16cf1facfbb4592cb18022effd11b
894350 F20101129_AAAQNK canner_i_Page_066.jp2
ee15cd6e4e264a3a38501a086adb8f04
4c38bc46911e3233db899dd8cbed40e2b7ac5bd9
561386 F20101129_AAAQMW canner_i_Page_125.jp2
0ea7263ab9d97900d65a0cd56ba20bf1
6e4e02573e7993fef40daf0cc6214d12a1cc8033
1051917 F20101129_AAAQNL canner_i_Page_055.jp2
e68634e36106b7c32b938a39b3f3ac2b
2a751f31feb780369be3751030b94c5ab931c561
13284 F20101129_AAAQMX canner_i_Page_115.QC.jpg
a6cf2572324cf066e16d6d4ff0e6ac9e
1c084847272c1cfee860cc4cefe0395c120e5c86
99859 F20101129_AAAQOA canner_i_Page_069.jp2
22b9ca8cd089fae1d7be8477abc6f4a2
0b1c16ca0b5a1dfde345f8bcc0ea3d6cf89e9861
55941 F20101129_AAAQNM canner_i_Page_143.jpg
892daa733c5cb25605f729bb8551817a
6a0abae24b9d652af11021c88a7177ac09ad459e
F20101129_AAAQMY canner_i_Page_015.tif
10d21d9aa7f2f14e754a232655c816c7
4e4d9e31149a972a5404e9cd49e7927e05247bca
F20101129_AAAQOB canner_i_Page_143.tif
df5f72c60e90e9866563c5b2cc1c44c9
50e3d60eb8cdd6c69c4863658c596d14cf8e0d0e
6247 F20101129_AAAQNN canner_i_Page_025thm.jpg
9112131495c2cbdd397f2b7727086656
db7c6d0fec74a47b490beb8900c3b7b6c7ceea63
22898 F20101129_AAAQMZ canner_i_Page_078.QC.jpg
0963a7448837684d7bcba6a16dde24dc
7a0ac66edef9803263d146c718707b852493c93d
27859 F20101129_AAAQOC canner_i_Page_013.QC.jpg
73068d26494dfc0bef7baf6dca25c316
0b3676a40797cf7fcbf3c53d4d13d6e648d149b8
22748 F20101129_AAAQNO canner_i_Page_011.QC.jpg
aacf62f371a4759abc0ca79e417d2cb8
0f32a3b3908976df6c4afcb73d4554081ab78e2a
F20101129_AAAQOD canner_i_Page_001.tif
1e8e1f9c71f3ab1c6fb66d5e1ba5050c
a792e0b010a9aa7ba48529f1dff4bd71703f2e3c
4011 F20101129_AAAQNP canner_i_Page_127thm.jpg
27d784545ddff893699d52d78f050618
1d330c924bdd6832ae5d5b086c2dd379bdc25c91
73189 F20101129_AAAQOE canner_i_Page_095.jpg
620e770ea4f84e7130ec83b164f17d73
24b61655872356312c3a8af8434ce3de3ca258fd
5481 F20101129_AAAQNQ canner_i_Page_094.QC.jpg
6eb3138e4034adfb4542a2866377ae14
83b1eb46e2b5ffeea26ce2eb36e420da4fb9b4f2
F20101129_AAAQOF canner_i_Page_080.tif
194a2413e65a538098b4994aeb6bb78d
0f04810b815f8eba6f17eb299272afd4444ac20c
75237 F20101129_AAAQNR canner_i_Page_024.jpg
63efdb6def69bd3873c036af86fb1abd
c87f153d698cf022f59e608c933b8cfe651f2685
4694 F20101129_AAAQOG canner_i_Page_146thm.jpg
8d76a1ba57a63250fdfea83999ceff5b
1970649ad9d8a8b7d2f1b05d456c436933a75dfb
F20101129_AAAQNS canner_i_Page_017.tif
583a3d17557dea9b1b642dd071436cc5
6c4ad786687f828750fc4c4fe4eb0cb419c3241e
9040 F20101129_AAAQOH canner_i_Page_105.QC.jpg
43e26e6bcb9e5ef8d4d8123db81362a6
bc8b2820fa1e598c4f55b6586710a4a87623dacf
103840 F20101129_AAAQNT canner_i_Page_056.jp2
fa07f1061bfcfa6f5a34382d0d59517f
cd5717106010b7f9d2cbf63494ca1a067f3b81e1
46242 F20101129_AAAQOI canner_i_Page_149.jpg
876aa0e3dd7ca8d20cbd49c367a50684
aa86e5189237f7cacf4ed647ec651a6bab686ca1
6655 F20101129_AAAQNU canner_i_Page_090thm.jpg
b1df22a75b510e80ca854232ef11e9ea
0981d354b12419325d3da7c446b5459cd797f34a
45769 F20101129_AAAQNV canner_i_Page_136.jpg
bfe2140ff4718c1b86b5b963106f7fa9
78dd91f87ceab8bffafc5c928a94fd2d5e3856d1
78129 F20101129_AAAQOJ canner_i_Page_011.jpg
28ac23e3f857c6a25125c3434bb110ac
c2c87370b4f070e81add6fdc5ac9e0e767028bff
18161 F20101129_AAAQNW canner_i_Page_155.QC.jpg
eaba839fb3b6f3cb68138ad4335924e1
62781dba8fadce37910dd53eefc8cfc68a1415cd
62323 F20101129_AAAQOK canner_i_Page_070.jpg
3e9ca7a08171b2d7b201c0992ee37803
c978f9147e67833ffd26d14afee4b14dcce2be84
60437 F20101129_AAAQNX canner_i_Page_045.jpg
28ab6d891ce988ee7180cf2b4d380240
876943420c71b1d022abe806ff420979087dcd5c
F20101129_AAAQPA canner_i_Page_043.tif
6b995f179cb67826c0d8d16c671d9aa6
a015e9bc5d69087ba000cb48e74ab8491f4ad36b
544088 F20101129_AAAQOL canner_i_Page_097.jp2
5e0e45a52424ab7e0c8851f1ae3a3e86
c05fde9aa71d890e3ab0210aa2e139813365ddff
F20101129_AAAQNY canner_i_Page_144.tif
d0a2968bca132af37c7ffa5be0bf8860
8a3d8f52fbae571b6cf84cfc84874e3571c22e77
10372 F20101129_AAAQPB canner_i_Page_118.QC.jpg
5977a4f1de6711717054bae9a089e317
cbf245fca17c7ff54ddc42c97c3bdfad59aa4a25
F20101129_AAAQOM canner_i_Page_074.tif
23cdb84dd8e5ad020755177883fa9bba
1797b91cd78fe9ae0943420746acbe68a3ce89ef
20184 F20101129_AAAQNZ canner_i_Page_070.QC.jpg
f52d00b2472f7015f137ff289d1ff024
46ca28f9558569a0138bc98e02c1fa898a83fedd
49894 F20101129_AAAQPC canner_i_Page_060.jp2
9573fb9bf162710f85ba8bdafc66bd96
4cba8b984a3c68d39a0e7ca166dcc459c402485e
17279 F20101129_AAAQON canner_i_Page_077.QC.jpg
3e972c07bf528b8389c2be1a3c8a122b
0f35e62ee02edc0562550b6ab41c2903cb2df35f
77372 F20101129_AAAQPD canner_i_Page_031.jpg
9803e0f5c7abf7da6182adadf971c1b8
b62745445daac23dbef6f8efc90c9ac9f8e3c64b
1051963 F20101129_AAAQOO canner_i_Page_007.jp2
f25e42ce7869163ec019d099e74a53b0
ab088e72f9db0c8236ddf60584630105e954227a
F20101129_AAAQPE canner_i_Page_101.tif
f6a30c0decd98761f56cd7643daf3a18
9f5dfdf752ebb918790f0ec8e43dd1e8200f4299
F20101129_AAAQOP canner_i_Page_067.tif
070be0a127e04cc8e0e016a09683848a
b8911db08006b928b66810a3b951327a079fba4a
92934 F20101129_AAAQPF canner_i_Page_061.jp2
b69abf6410473989b4c9322838197e18
7019cda1f176c4ffb740ff6f154f0d5c7591d60f
53731 F20101129_AAAQOQ canner_i_Page_044.jp2
a9cdc9dd0e8e5e8487f828e9c0d2f380
5da1b5674a7a69a8aeaafbaf3eadc4dc876bcd48
100679 F20101129_AAAQPG canner_i_Page_073.jp2
7c24530890fa855dcc90c0ea7ba2eb07
12142f5d5a616a91a67bcdbed244bdd6c9471532
1917 F20101129_AAAQOR canner_i_Page_008thm.jpg
57514254004c51b2de9e026f81294aa8
f3e2f6de3cb0dff74e6548e00ebaf1f05da32fcf
39637 F20101129_AAAQPH canner_i_Page_106.jpg
e54d42562b3924463eaddf946ff50f42
4c1663c9b9bc695c6591d24c8cabe8e614b282de
14038 F20101129_AAAQOS canner_i_Page_157.QC.jpg
924d75d0c4d9515da1bc84856daa3cd3
554a48392cc344afc8bf762dac328e1cc4c69b7b
15389 F20101129_AAAQPI canner_i_Page_137.QC.jpg
8ed9c05511fba7ae88172b0b5943e87f
953b94579aa4167ee174acf797260c3ebe21d099
F20101129_AAAQOT canner_i_Page_152.tif
5a0a4b0f181f97a66a97391cb0f20457
b93ad35181c7fa55fb943504a1f8c5e27737f0c7
36216 F20101129_AAAQPJ canner_i_Page_160.jpg
c256f102cecfc8859adc5b42eb069677
c355b01ffaf560d5ddb2e3121e3e4ede5b3473ab
3684 F20101129_AAAQOU canner_i_Page_081thm.jpg
480d254e42bcc0159ecf9bd831e6c839
869f30e879468e96e31ae45d258b684376ea3a7b
1051985 F20101129_AAAQOV canner_i_Page_014.jp2
52d1161801c33cc160868ee376d56490
3a53c421ee1bb4a471333a24208d57799a5d29a6
50015 F20101129_AAAQPK canner_i_Page_156.jpg
f21956cf42a24ee91ef9907c48063d76
d8fc27cc3878bfd47645325d351da09bd282e669
74423 F20101129_AAAQOW canner_i_Page_107.jpg
191d28c48afd98dcc6451f6ee9125b34
b6ffbfa07920140ed9aa384a8c8c9d954d5cde49
61642 F20101129_AAAQQA canner_i_Page_004.jpg
7a1283593fc41458c33776d98771df64
22dcbadfa7d17f592390799ebc82a3be3a80d164
67404 F20101129_AAAQPL canner_i_Page_064.jpg
087fbb6375018770288fd75cc356eb55
78d89007a047e3a293c0c513ebc312c606f07c52
44111 F20101129_AAAQOX canner_i_Page_159.jp2
872a337f273ebb8ce4661b321d57b2e5
d046907903a71c7e5bcd9985cfcd4eba070d13b9
16656 F20101129_AAAQQB canner_i_Page_005.jpg
a734976ad241cdabd91d68003bd974af
902047d6b2f9ede35677638fd52b556b67f4f468
F20101129_AAAQPM canner_i_Page_130.tif
30cf4b89b0360f929d2dfdf543598e0b
88a98b950a5ba20e77cbf69720af674cb59eb5da
F20101129_AAAQOY canner_i_Page_036.tif
a8fca73dc9e0eb03fbab23a6119e9a14
ea1d5f1667b585dec235896dd24f71e4e3b3065d
102743 F20101129_AAAQQC canner_i_Page_007.jpg
a65d7fb35e5935158f29a5cd872853dc
d3c7d03907477b7dd16a1e193869414387bed8ef
6964 F20101129_AAAQPN canner_i_Page_012thm.jpg
22ffeb53200a4fd99208932e4cb71983
8fe3803b3d56d9e907d3feb25f1536eeb4beeb3b
3742 F20101129_AAAQOZ canner_i_Page_044thm.jpg
379608dc249941cb81d578c91c1c7c0c
48bf16ad87dccc5521315ce840f63cf238a83d1b
56078 F20101129_AAAQPO canner_i_Page_055.jpg
aa07a754d89bc5f341cfb94ad1f79318
29c6421fea064fd6852667a8f16e13e432a01d89
19012 F20101129_AAAQQD canner_i_Page_008.jpg
c71c6651faa81edc906f833de36d6a4e
11fc0bbac543d692ae3220a2e49d502edb0e1811
3964 F20101129_AAAQPP canner_i_Page_032thm.jpg
a608eb07cf8b5f22b849813d45a31914
2e89545669a0e65d14c23b0bbc65a43cef846fc5
74557 F20101129_AAAQQE canner_i_Page_009.jpg
18bab6b7d89303e9988a809cae592d41
ccc4923b48c9593ab67804a947cbb0925598c457
F20101129_AAAQPQ canner_i_Page_039.tif
f64723f5ee8e959e92a4a5c05327b0fe
5bee04896ab48a3ab0d6a50ec10b5850a119c9cb
98691 F20101129_AAAQQF canner_i_Page_014.jpg
ab549fc8b6e251ca8ae73fad4319a77d
35b5cd8f025ddf22d760bf1e3e86a787fdc786c5
50519 F20101129_AAAQPR canner_i_Page_122.jp2
17b47b61af6ab4377603c4ffe9e0d237
2752fd19fd1f713aba11ad8b51e07386b9a00ef5
14436 F20101129_AAAQQG canner_i_Page_015.jpg
f52b532fc722461faf354a1e14b6699a
6d52ee9218e3901643630bafb2d85fdc7334d4e2
22598 F20101129_AAAQPS canner_i_Page_079.QC.jpg
ad8b24c6308053cfa0a9267d3540726e
3b1a21c376056a8007d1ffadfac5d42a5017decc
55156 F20101129_AAAQQH canner_i_Page_016.jpg
51aec8d912440ccf2b4060f768d2dd07
d5d9dab283223f6ee5787a29219c63ec7d70b0b4
4766 F20101129_AAAQPT canner_i_Page_125thm.jpg
1b37f05721b28fb2c1520ba5c028a1ba
52b2e9b999feddf0339db105dc3f2e828ddbf42f
71987 F20101129_AAAQQI canner_i_Page_018.jpg
80c8766af4af7081e1905e89ef08d6aa
9abc7d21796d22bf5a643023041e15acd84ed262
30852 F20101129_AAAQPU canner_i_Page_022.jpg
485d1ea7608ba54dcdd0e8ecd4d323c2
3fba7b84ebb5578a6d7c3e1392cccabcc9080d54
75697 F20101129_AAAQQJ canner_i_Page_020.jpg
55878a0e57b7cc4b857341e3e6eeffe4
a2b91223a93e8d4329b8c3d4fde3b7d9c6fca577
172377 F20101129_AAAQPV UFE0011356_00001.xml
c303fd7388c98032380f697fe9418cfa
2c17e6b3cb1a6faa8302d5fc91343604ba51d059
85224 F20101129_AAAQQK canner_i_Page_021.jpg
cba7743a6ad0fef45ab352873fb6151e
59bb18ed486b83884d6a6e43d0b09e678adcab7a
63715 F20101129_AAAQRA canner_i_Page_048.jpg
4cb7bd29eb0cca655e77c27b7dc1fc88
48d765945b668a7cb67d9006debc5a197332bea4
67724 F20101129_AAAQQL canner_i_Page_025.jpg
ccb7f11fefdd1cb6ddd1cd3a9970ed31
573f246b3d3d85a7cc45dac73185dd1bbb36c548
22078 F20101129_AAAQPY canner_i_Page_001.jpg
9136626e98759af0ca24e22e8f4eb2e7
7056979ae87fe08dae9115f140f06c9d0ff8e6f2
59721 F20101129_AAAQRB canner_i_Page_050.jpg
fcbb50712061e2d03e9e3bb8d56e805e
30519cbdd5f9f3bdd17976d2d8b57b2f99e0b349
54670 F20101129_AAAQQM canner_i_Page_026.jpg
48d33b766e1fc7a0aae35617aff207b6
261d456fef7c220678f5cbb7b6d6338d339c393d
9670 F20101129_AAAQPZ canner_i_Page_002.jpg
f24254ad3dfadc0f29d16c966cb3d4de
0be39ef13d731c759240c4e16855755d96569610
60976 F20101129_AAAQRC canner_i_Page_051.jpg
deb8ef832567206ddf80810b342f4712
b96c00e6a4b67e38cae3c9ea7f838026e446e4ee
67667 F20101129_AAAQQN canner_i_Page_027.jpg
100ba4e3cd5bf2930d7e6e172a339a19
b01f0849f914b4a6306fe68af613aba3b45ed45f
60216 F20101129_AAAQRD canner_i_Page_053.jpg
f6b10c606086b9455070c2a6e81296ca
01acf615cd84b674ab7a908f01508070eb678405
70853 F20101129_AAAQQO canner_i_Page_030.jpg
16dce6373317398991ec4ddff9765dbd
da9c33ce3e3d344b2dc114f80e8097a2202fd68b
71108 F20101129_AAAQRE canner_i_Page_054.jpg
4b4a55d4eef9723288544336e0035c3a
2cba70d46d495a6e754e6ea22e7e015450435f8b
38714 F20101129_AAAQQP canner_i_Page_032.jpg
1be9ccb396f4a957e70e5a06109741de
ea1a71a22907408949f612f82c67b5bc9e9f1761
58282 F20101129_AAAQRF canner_i_Page_057.jpg
6dcd27e0d36185cc604732efebb82d3d
03fb3fd6ba164c4147052ad23d1067bbe1b0e125
63028 F20101129_AAAQQQ canner_i_Page_033.jpg
5cda67196ccbd69c582fb23d6afe737b
9849ddfbaa99d24bf19c18de021be0e1a3ec6125
69278 F20101129_AAAQRG canner_i_Page_058.jpg
d324f23d0634725bf387f756b2928cfa
07ab593d3a708066088e4216be55a486ce56fc1a
67046 F20101129_AAAQQR canner_i_Page_034.jpg
5917b4fb10e246665ffce6c925b62d7d
cc6bcd02723312ed31da2f47abc88e0d70d0ce19
79388 F20101129_AAAQRH canner_i_Page_059.jpg
78139c63e4bdb8a8be3678f42828a2ca
b5420f3d04de896be0076fb4bcdc8348da82b9b4
73608 F20101129_AAAQQS canner_i_Page_036.jpg
3687f1377680b4b4abc2544d40bbcd03
cef9ce7ae6d91695d6471dada2f347b4c4519f0b
63170 F20101129_AAAQRI canner_i_Page_061.jpg
d67048de6bf7af833ccdc2fb388a1fc7
1fbca0745dfd3fc8c185a7fcfdfcee149af58879
81590 F20101129_AAAQQT canner_i_Page_037.jpg
65d849485f1fa9743f3f5529e90e84a2
3ac7629ec743caaa8c63f5eab23a9a7605edd695
71817 F20101129_AAAQRJ canner_i_Page_066.jpg
97e518dbb15b251e8d5c0d7382686a8a
54827a6948023ce9be58db27ff9812162072cc71
45401 F20101129_AAAQQU canner_i_Page_038.jpg
58ad28551e340dd987cfc917589467cc
22c5a72ac1565ff5491d2e900d9f237e46d864a6
66195 F20101129_AAAQRK canner_i_Page_067.jpg
fb0dfb2ca9a7cb25643ed3074420ab14
454f6d479df4bb3df92c9c67355f5b4790f0a867
67713 F20101129_AAAQQV canner_i_Page_042.jpg
c0ac8699dba03e365a3bb4beb7d513b5
912a6bbe23bbaa69ce3e7c1bab20e047b4f9dff8
70918 F20101129_AAAQRL canner_i_Page_068.jpg
d8277061430dedcf8e7611427222302d
81730c1a1f3d155ebfe3cbf3559400b5f5f4c5cd
66329 F20101129_AAAQQW canner_i_Page_043.jpg
3aea5e298f8c2eb9e81c5a6f3521b83c
7d08affd0b8a9057a2f3179e977f6e81a1bc0639
67604 F20101129_AAAQSA canner_i_Page_089.jpg
1ea81d7ffd54feb7d415f70100395f21
3cf0bb79deaadd709a4f955c36e2aa4b3f430eb4
38836 F20101129_AAAQQX canner_i_Page_044.jpg
b6e8bff00f78f4f450fdf4ebfaa9684a
4cd8ea206eaea486ac95696ebb847b1318ff862e
93305 F20101129_AAAQSB canner_i_Page_090.jpg
e6ee78bee85776d6991490088e70d8d6
a2bd9e9d133aafc85a1f46591e3359fc66627cbe
65622 F20101129_AAAQRM canner_i_Page_069.jpg
d48122f1a38060228f22707e8a0b3a30
86521bcafceeda33eaafe576a7f79e1c169e511d
49732 F20101129_AAAQQY canner_i_Page_046.jpg
99c6ce078efe2e4ef20732ff77833122
c6af6bc3675e294f57a74fb334d902eddff52b57
42091 F20101129_AAAQSC canner_i_Page_091.jpg
560045ea6b576fff3976f3f0990067f7
e78609a8a5ff02375e77fae30ab18cef5c4fe349
73887 F20101129_AAAQRN canner_i_Page_071.jpg
5761218fd53aadb074e0104a4ae8700a
86e9f54695e194cc18d87f4df664f432b42f852d
69524 F20101129_AAAQQZ canner_i_Page_047.jpg
3ef9b3bd871337452f9750e13bbe0d93
bb1edc4f316574dff2527167d76b0e396ca9fad2
37585 F20101129_AAAQSD canner_i_Page_092.jpg
df973d797a93609822df9d09590c966b
156b6d262f6b90eecc979da26905de1f4a70eabd
68437 F20101129_AAAQRO canner_i_Page_073.jpg
0e92e523d28b8146cc2dd51af3af885b
48b704bf2ef12a3dfd8935521b5f55b7215d8c97
17205 F20101129_AAAQSE canner_i_Page_094.jpg
d01731ad2f9cbf9f188f7704d40a837e
e074f3c276ca679cd653005cfe4f9d2a34ba6f52
81721 F20101129_AAAQRP canner_i_Page_074.jpg
1594b12364658a144d3e07d944872502
6bfcdbcd3a06c2482ee837d91b14e838afeb87b9
68042 F20101129_AAAQSF canner_i_Page_096.jpg
c811992894d9cf2293a1ba11531179da
6d5af6cdbfdd5357eebd40414fe30895848f677b
62055 F20101129_AAAQRQ canner_i_Page_075.jpg
af8cd3587a255ed833fb5c8378cd9ab2
3bdc3784b1a3917dbca650363d645a3f7a6f4ea9
37738 F20101129_AAAQSG canner_i_Page_097.jpg
60c1590f0b2132e2c8bf728cee321c2c
9f0b47c9100163086c8b41d6bf0f6e57fe74fe2d
56890 F20101129_AAAQRR canner_i_Page_077.jpg
7cc344789f7885021177e24b16344722
c481c6a1f48203ec4facb8bd0099961af4a4d7a1
80729 F20101129_AAAQSH canner_i_Page_099.jpg
c3f98789baf28102728579645e60e66d
5b506c587207acd757052f994397e412eed65cbd
71292 F20101129_AAAQRS canner_i_Page_079.jpg
c951bace1d8a94a02a3067ff8e488211
1707e017c8d8b7e579e224dcc6d6d35e735e0c39
61414 F20101129_AAAQSI canner_i_Page_102.jpg
79229b7f73ab2c5dbb3c761758794b98
5af4df5c3fa87928bc268bf162fec6169badc130
57468 F20101129_AAAQRT canner_i_Page_080.jpg
faa033ea6d751e0d6b6400c747fb2725
055a5a8ec8c899d6890297721117f509052e942b
48354 F20101129_AAAQSJ canner_i_Page_103.jpg
047c7121bb0404c66166b743c7e3e0ca
954f167b9512da5989c6a6ed81ff7641681f9d58
57790 F20101129_AAAQRU canner_i_Page_082.jpg
bc36ff822d290a39562ddbc82d229d4e
3682fb99d65913899d7088073709363888c264c3
29434 F20101129_AAAQSK canner_i_Page_105.jpg
6ceacd11579ed5c03df5de3c1aaceb57
c18c4cde4eddc530951d62f0f208913a6b944e89
74480 F20101129_AAAQRV canner_i_Page_083.jpg
c682ccab35908b2c14f1a66cd007dc2c
5f7df6412832c4ad866e9b37b16c1634de0ab78f